258  M_A_KK;ET  ST., 

ARCHITECTMITtfON  WORK. 


A  PRACTICAL  WORK 


WORKERS, 


ARCHITECTS,  AND   ENGINEERS, 

AND    ALL   WHOSE    TRADE,  PROFESSION,    OR  BUSINESS  CONNECTS 
THEM  WITH    ARCHITECTURAL    IRON  WORK. 


THE  ORGANIZATION    AND    MECHANICAL  AND    FINANCIAL 
MANAGEMENT  OF  A  FOUNDRY  AND  SHOPS 


VOB  THE  KAKUFACTCKE  OP 


IRON   WORK   FOR   BUILDINGS, 


WITH 


SPECIFICATIONS    OF    IRON    WORK, 
USEFUL  TABLES, 


VALUABLE  SUGGESTIONS  FOR  THE  SUCCESSFUL  CONDUCT 
OF  THE  BUSINESS. 


BT  WM.  J.  FRYER,  JR. 


NEW    YORK: 
JOHN    WILEY    &    SONS. 

1876. 


COPYKIOHT,   1876,  B* 

JOHN  WILEY  &  SON& 


JOHN  F.  TROW  &  SON, 

STKREOTYPERS   AND   PRINTERS, 

205-213  East  iztk  St., 

NEW  YORK. 


DEDICATED 


TO 

CA.PITAL, 

IN  THE  PERSON   OF 

(Eugene   Kelly,  (Esq., 

BANKER, 

A    CHRISTIAN    GENTLEMAN,    A    TRUE 

FRIEND,  A  WISE  AND  SAGACIOUS 

COUNSELOR. 


AND 


TO 

LA^B  O  R  , 

IN   THE  PERSONS    OF 

fttn  former  felloto  It) orkmen, 

WHO  EXTENDED  TO  ME  THEIR  SYM- 
PATHY IN  THE   MOST  TRYING 
PERIOD  OF  MY  LIFE. 


THE  AUTHOR. 


CONTENTS. 


PAGE 

A  Model  Shop — Buildings 3 

— Location 2 

Amount  of  One  Year's  Business,  etc 18 

Angle  Iron,  Weight  of 200 

Apportioned  Expenses  of  Shops 10 

Arch  Girders  37 

Example  of  Cost 43 

"  Table  of ; 39-42 

Arches  of  Floors '. 91 

Areas  of  Circles 208 

Ashler  Fronts 90 

Balls,  Cast  Iron,  Weight  of 204 

Bar  Iron,  Quotations  of  139 

u        Tables  of  Cost 16 

"        To  Test  the  Quality  of 194 

Blacksmith  Shop 15 

Blank  Form  of  Contract 173 

Proposal 172 

Request  for  Estimate 172 

Testing  Girders 169 

Boiler  Iron,  Weight  of 199 

Bolts  and  Nuts,  Weight  of 203 

Box  Columns,  Example  of  Cost 30 

44            Cost  of 28 

Table  of  Weights 29 

Table  of  Workmanship 29 

Beams  I,  and  Channels 91 

44        Condensed  Table  of  Weights  and  Strength 118 

4  4        Moulded 122 

44        Notes  for  Engineers 116 

44        Prices  of 118 

44        Relative  Efficiency  of Ill 

44         Setting  and  Connecting Ill 

44        Unsupported  Side-Ways 112 

«4        Used  as  Pillars,  etc 115 

"        Tables  of 93-110 

"        Weights  and  Co  efficients 113-114 


VI  CONTENTS. 


Beams  T,  Cast  Iron  ...............................................  30 

"                "        Example  of  Cost  .................................  37 

"                 "        Rule  for  Strength  of  .............................  31 

"        Table  of  Weights  ..............................   32-36 

Building  Law,  Extracts  from  .......................................  154 

Building  Materials,  Weights  of  ....................................   .  206 

Bundle  Iron,  Number  of  Feet  in  ....................................  198 

By-Laws  ................  .  ..........................................  145 

Capital  ...........................................................  9 

Cast  Iron  Arch  Girders  ..............................................  37 

"        Hollow  Columns,  Table  of  Safe  Load  ......................  24-26 

"                    "               Table  of  Weights  ..........................  23 

"        T  Beams  .................................................  30 

"                "        Rule  to  Determine  Strength  of  ....................  31 

"  "        Table  of  Weights  ...............................  82-36 

Castings,  Cost  of  .....................................  .  .............  14 

"        Shrinkage  of  ........................    ....................  190 

Channels  and  I  Beams  ..............................................  91 

1  '        Prices  of  ..................................................  118 

Circles,  Areas  ......................................................  208 

"       Circumferences  ..............................................  207 

Coal  ..............................................................  12 

"    Prices  of  .....................................................  140 

Colors  of  Iron  caused  by  Heat  .....................................  v  205 

Columns,  Box,  Cost  of  .............................................  28 

"          "     Example  of  Cost  ......................................  30 

"          "     Table  of  Weights  ............  .  .........................  21) 

"           "      Table  of  Workmanship  ................................  29 

"        Round,  Deep  Fluted,  Cost  of  ...............................  27 

"             "       Sharp  Fluted,  Cost  of  ..............................  21 

"  "       Tables  of  Safe  Loads  .............................  24-26 

"       Table  of  Weights  ..................................  23 

Company  A,  Stock  ..................................................  140 

Conducting  Power  of  Building  Materials  ..............................  206 

Contract,  Blank  Form  of  ...........................................  172 

Cornice  and  Lintel,  Example  of  Cost  .................................  43 

Corrugated  Iron  ....................................................  201 

Cost,  Example  of,  Arch  Girder  ...........................  ............  43 

"               "           Box  Columns  ......................................  30 

"               "           Gratings  .........................................  50 

"               "           Lintel  and  Cornice  .................................  43 

"               "           Newel  Post  .......................................  47 

"               "           Oat  Manger  .......................................  47 

"               "           Railing  ............................................  46 

"               "           Roof  Cresting.  .  .  .  .................................  49 

"               "           Shutters  ........  .................................  48 

"               "           T  Beams  ..........................................  37 

"               "           Window  Lintel  ..                                                                ,  44 


CONTENTS.  Vll 

PAGE 

Cost,  Example  of,  Window  Sill 44 

"               "           Wrought  Iron  Plate  Girder , 45 

' '      Illustrations 20 

Cost  of  Box  Columns 28 

u       Castings 14 

Melted  Iron 12-13 

Cost  of  Round  Columns,  Deep  Fluted 27 

Sharp  Fluted 21 

44       Tile  Floors 128 

4 '       Workmanship  on  Box  Columns 29 

"       Wrought  Bar  Iron 10 

Cylinders,  Solid  Cast  Iron,  Weight  of 205 

Department  of  Buildings,  Blank  Forms 169 

Engine  and  Boiler  Expenses 10 

Engineers'  Association,  War  Prices 184 

Erecting  and  Finishing  Shop 15 

Estimate,  Blank  Form  of  Request 172 

Estimate  of  One  Year's  Business,  etc 18 

Example  of  Cost — Arch  Girder 43 

"                  Box  Columns. 30 

44                  Gratings 50 

Lintel  and  Cornice 43 

Newel  Post 47 

"                 Oat  Manger 47 

Railing 40 

"                 Roof  Cresting 49 

u                  Shutters 48 

"                  T  Beams 37 

"                 Window  Lintel 44 

"                 Window  Sill 44 

44                 Wrought  Iron  Plate  Girder 45 

Exhaust  Steam  Traps 187 

Expenses,  Engine  and  Boiler 10 

44        Office 9 

"         Shop,  Apportioned 10 

Extracts  from  the  Building  Law 154 

Financial  Management 5 

Finishing  and  Erecting  Shop 15 

Fire  Proof  Floors 91 

44          Tile  Floors 125 

"                  "          Cost  of 128 

"                  "          Specification 127 

44                  44           Test  of  Strength 129 

Flat  Bar  Iron,-  Weight  of , 196-197 

Floors,  Fire  Proof „ 91 

Founding 173 

Foundry 10 

Galvanized  Sheet  Iron,  Weight  of 200 


Vlll  CONTENTS. 

PAQK 

General  Remarks 1 

Girders,  Arch 37 

"  "    Example  of  Cost 43 

"  "     Table  of 39-42 

'k        Plate,  Example  of  Cost 45 

"        Riveted,  Table  of  Strength 119-121 

"         Testing,  Blank  Form  for 169 

Gold,  Prices  of 140 

Gratings,  Example  of  Cost 50 

"        Table  of  Weights 51-56 

Hoop  Iron,  Weight  of 199 

I  Beams  and  Channels 91 

"        Condensed  Table  of   Weights 118 

Moulded 122 

•'         Notes  for  Engineers 116 

"         Prices  of 118 

"         Relative  Efficiency  of Ill 

4 '         Setting  and  Connecting Ill 

"         Unsupported  Side-Ways 112 

"        Used  as  PiUars,  etc 115 

"         Tables  of 93-110 

"         Weights  and  Co-efficients 113-114 

Illustrations  of  Cost 20 

Iron  Founders'  Association,  War  Prices 186 

Iron  Fronts 80 

A  Representative 81 

"         Ashler 90 

Iron,  Mixtures  of 12 

"      Quotations  of  Bar  Iron 189 

Pig  Iron 138-139 

Labor  and  Materials,  Prices  for 20 

Labor  Question 209 

Lintei  and  Cornice,  Example  of  Cost 43 

Lintel,  Window — Example  of  Cost .44 

List  of  Machinery,  Tools,  etc 17 

Machinery,  Tools,  etc. ,  List  of . 17 

Management,  Financial 5 

Manger,  Oat,  Example  of  Cost  47 

Mansard  Roof 136 

Materials  and  Labor,  Prices  for 20 

Materials,  Building,  Weights  of . .    206 

Melted  Iron,  Table  of  Cost 12-13 

Melting  Point  of  Metals 206 

Mixtures  of  Iron .' 12 

Moulded  Iron  Beams 122 

Moulding 178 

Newel  Post,  Example  of  Cost 47 

Oat  Manger,  Example  of  Cost 47 


CONTENTS.  IX 


Office  Expenses  ...........................................  .........         9 

Pattern  Shop  .....................................................     1? 

Pig  Iron,  Quotations  of  .........................................  138-139 

Plate  Girder,  Example  of  Cost  .......................................     45 

Plates  for  Round  Columns  ...........................................     22' 

Port-Holes  .........................................................  189 

Post,  Newel,  Example  of  Cost  .......................................     47 

Prices  for  Labor  and  Materials  ......................................     20 

"      Bar  Iron  .............  ........................................   139 

"      Coal  .....................................................   140 

"      Gold  ...................................................  140 

"      of  I  Beams  and  Channels  ......................................  118 

'  '      Pig  Iron  ...  ...........   ......................................  138 

"      War  ..................................................  ......   183 

Profit  ..............................................................     19 

Proposal,  Blank  Form  of  ............................................  172 

Railing,  Example  of  Cost  ............................................     46 

Relative  Conducting  Power  of  Materials  ..............................  200 

"         Weights  of  Metals  .........................................  204 

Riveted  Girders  ...............................................  1  19-121 

Rivets,  Weight  of  .......    ...........................................  201 

Rolled  Iron  I  Beams  and  Channels  ...................................     91 

"  "  u  Condensed  Table  of  Weights  .........  118 

"  "        Moulded  ..................  ,  ...................     122 

"  "        Notes  for  Engineers  .............................   116 

"  "        Relative  Efficiency  of   ...........................   Ill 

**  u        Setting  and  Connecting  ..........................   Ill 

"  "        Unsupported  Side-Ways  .........................   112 

«  "        Used  as  Pillars,  etc  ..............................   115 

"  "        Tables  of  ..................  ...................  93-110 

«  "        Weights  and  Co-efficients  ....................  .  .  113-114 

Roof  Cresting,  Example  of  Cost  ......................................     49 

Roofs..  ............................................................  129 

"     Mansard  ......................................................  136 

Round  Columns,  Deep  Fluted,  Cost  of  ...............................     27 

"  Sharp  Fluted,  Cost  of  ...............................     21 

"  Tables  of  Safe  Loads  ...............................  24-26 

"  Tables  of  Weights  .................................     23 

Round  Iron,  Weight  of  ..........   ...................................  195 

Rule  to  Compute  the  Weight  of  Box  Columns  ........................   192 

"•  "  Cast  Iron,  Wrought  Iron,  etc  .....    .  .    .  .  191 

"  "  Plates  ..............................   191 

"  u  Round  Columns  ......................   193 

"  "  T  Beams  ............................  193 

Rule  to  Determine  the  Strength  of  T  Beams  ..........................     31 

u     to  Find  Weight  of  Casting  from  the  Pattern  ......................  191 

Sheet  Iron,  Weight  of  ...............................................   199 

Shop,  a  Model  ......................................................       2 


X  CONTENTS. 

PAGE 

Shop,  Blacksmith 15 

% '       Finishing1  Shop 15 

"       Pattern  Shop 17 

4 '       Expenses  Apportioned 10 

Shrinkage  of  Castings 190 

Shutters,  Example  of  Cost 48 

Specification  of  Iron  Work 62 

u              Anchors 70 

"              Arch  Girders 60 

"              Balconies 77 

"              Beams  and  Girders 71 

44              Book  Vault  Doors 71 

44              Bridle  Irons 70 

"              Chimney  Caps 76 

"                    "          Shafts 76 

"              Coal  Cover 74 

"                 "     Vault  Door 77 

"               Columns,  Fire  Proof 67 

u                     "          Interior 6(> 

u                     "          Plates  for  Wooden 73 

44              Coping 76 

44              Cornice,  Galvanized 72 

4fc              Crestings 72 

44               Dimensions 62 

4w               Doors  for  Book  Vault 71 

"              Doors  for  Coal  Vault 77 

44                    "          Flue 73 

44              Door  Saddles 73 

"              Dowels 73 

44              Drill  for  Carpenter 74 

44              Elevator , 75 

44              Eyes  for  Shutters 69 

44              Fire  Escape 75 

44              Fire-Proof  Columns 67 

44                       u           Floors 127 

44              Floor  Beams  and  Girders 71 

44              Floor-Lights 68 

44              Flue  Doors 73 

'4                  "     Rings 74 

44              Front 62 

44              Fuel  Room 76 

44               Galvanized  Cornice  72 

General  Requirements 79 

44              Girders,  Arch 66 

44                    44        and  Floor  Beams 71 

44                    4C        Vault,  and  Columns 65 

44              Gratings,  Wrought  Iron , '72 

44                    44          Ventilating 74 


CONTENTS.  XI 

PAGE 

Specification  of  Guards  to  Windows 70 

14              Hooks 79 

44              Illuminated  Platform 64 

"              Interior  Columns 60 

41              Ladder  to  Scuttle 75 

"              Lining  of  Fuel  Room 70 

14               Lintels  and  Sills  for  Windows 76 

"              Painting 79 

Plates  for  Wooden  Columns 64 

*'              Platforms,  Illuminated 64 

"              Port-Holes 77 

**              Rings  and  Covers  for  Flues 73 

"              Rolling  Shutters 64 

44              Roof  Cornice 72 

44                 "     Cresting 72 

44              Saddles 73 

44              Scrap 62 

44              Screen  Work 73 

•4              Scuttle 75 

44                   44      Ladder  to 75 

44              Shutter  Eyes 61) 

44              Shutters,  Rear  Outside (55) 

"                                Rolling 64 

Sills  and  Lintels  for  Windows. 76 

44              Sky-Lights 67 

Stairs 77 

44              Trimmings 77 

44              Vault  Doors,  Book 71 

44                       44             Coal 77 

44              Vault  Girder  and  Column 65 

Ventilating  Gratings 74 

44              Window  Guards 70 

44                     44       Lintels  and  Sills 76 

44              Wrought  Iron  Gratings 72 

Square  Iron,  Weight  of 195 

Steam  Traps,  Exhaust 187 

Stock  Company 140 

Strength  of  Riveted  Girders 119-121 

T  Beams,  Rule  for 31 

Table  of  Cost  of  Melted  Iron 12-13 

Workmanship  on  Box  Columns 29 

u               Wrought  Bar  Iron 10 

Table  of  Safe  Load  on  Round  Columns 24-26 

44         Strength  of  Riveted  Girders 119-121 

Table  of  Weights  of  Angle  Iron 200 

44  Arch  Girders 39-42 

14                  Boiler  Iron 199 

"  Bolts  and  Nuts.  .  .203 


Xll  CONTENTS. 

PAGE 

Table  of  Weights  of  Box  Columns 29 

"  Building  Materials 206 

"  Cast  Iron  Balls. 205 

"  Flat  Bar  Iron 196-197 

"  Galvanized  Sheet  Iron 200 

Gratings 51-56 

"  Hoop  Iron 199 

"  I  Beams,  Condensed , 118 

"  Relative  Weights  of  Metals 204 

*'  Rivets 201 

"  Round  Columns 23 

**  Round  Iron 195 

"  Solid  Cylinders 205 

u  Sheet  Iron 199 

Square  Iron 195 

"  T  Beams 32-36 

Tee  Iron 200 

"  Various  Metals 204 

"  Washers 204 

Taritf  of  Prices  for  Labor  and  Materials 20 

T  Beams,  Cast  Iron 30 

"          Example  of  Cost 37 

"          Rule  to  Determine  Strength  of 31 

"          Table  of  Weights 32-36 

Tee  Iron,  Weight  of 200 

Tension  Rod  Girders 37 

Testing  Girders,  Blank  Form  for 169 

The  Labor  Question 209 

Tile  Floors  and  Ceilings 125-129 

Tools,  Machinery,  etc. ,  List  of 17 

To  Young  Men 215 

Traps  for  Exhaust  Pipes 187 

Value  of  Iron 198 

Various  Metals,  Weight  of 204 

War  Prices  of  Iron  Founders'  Association 184 

' '  Engineers'  Association 186 

Weights  and  Measures 202 

Weights  of  Angle  Iron 200 

"          Arch  Girders 39-42 

"          Boiler  Iron  199 

"          Bolts  and  Nuts ; 203 

"          Box  Columns 29 

"          Building  Materials 206 

"          Cast  Iron  Balls 205 

"          Cylinders 205 

"          Flat  Bar  Iron 196-197 

"          Galvanized  Sheet  Iron 200 

4t          Gratings 51-06 


CONTENTS.  Xlll 

pxon 

Weights  of  Hoop  Iron 199 

I  Beams 118 

•'          Relative  Weights  of  Metals 204 

"         Rivets 202 

"          Round  Columns 23 

"          Round  Iron 195 

"          Sheet  Iron 190 

"          Square  Iron 195 

"          T  Beams 32-30 

"         Tee  Iron 200 

"          Various  Metals 204 

u         Washers 204 

Window  Lintel,  Example  of  Cost 44 

u        Sill,  Example  of  Cost 44 

Wrought  Bar  Iron,  Table  of  Cost 16 

Wrought  Plate  Girder,  Example  of  Cost 45 


UNIVERSITY 


¥ORK. 


GENERAL  REMARKS. 


ESTABLISHMENTS  devoted  exclusively  to  the  manufacture  of 
iron  work  for  buildings  are  of  comparatively  recent  growth. 
Almost  without  exception  the  larger  ones  now  existing  have 
grown  from  small  beginnings,  building  after  building  having 
been  added  to  the  original  shop  until  they  became  great  work- 
shops without  proper  plan  for  the  economical  working  and 
handling  of  materials.  Formerly  there  were  two  distinct  divi- 
sions in  contracting  the  ironwork  required  for  a  building; 
the  wrought  iron  was  given  to  a  blacksmith,  and  the  cast  iron 
work  to  a  foundryman.  The  custom  now  is  to  give  the  entire 
work  to  one  establishment. 

This  branch  of  iron  manufacture  has  increased  enormously 
within  the  past  fifteen  years,  and  the  probabilities  are  that  the 
future  will  develop  a  still  greater  proportional  growth.  It  is  a 
commonplace  saying  that  as  a  nation  we  have  but  just  begun 
to  use  iron.  This  is,  indeed,  very  true  as  regards  its  use  for 
building  purposes.  Good  construction,  economy  of  material, 
and  beauty  of  form  in  architectural  iron  work  have  made 
greater  progress  in  this  country,  and  particularly  in  ^Jie  city 
of  New  York,  than  elsewhere  in  the  world.  A  knowledge  of 
the  subject  requires  diffusion.  Years  of  study,  observation,  and 
hard  practical  toil  were  the  price  of  the  author's  thorough  knowl- 
edge of  this  class  of  work,  as  it  must  be  to  every  man  who 
would  qualify  himself  for  this  business. 

The  aim  in  giving  publicity  to  this  knowledge  is  largely  for 
the  enlightenment  and  advancement  of  workingmen.  They 
need  to  have  placed  before  them  in  plain  and  intelligible  forms 


2  ARCHITECTURAL    IRON    WORK. 

an  outline  of  how  the  works  in  which  they  daily  toil  are  man- 
aged, and  so  to  help  educate  up  operative  mechanics  to  become 
competent  to  command  and  control  the  coming  great  industrial 
workshops  of  our  land. 

To  proprietors  of  works  new  light  will  be  thrown  on  their 
business,  and  enable  them  more  thoroughly  to  understand  the 
principles  which  govern  their  every-day  doings.  The  knowledge 
herein  imparted  will  enable  a  manufacturer  to  correctly  ascer- 
tain what  his  products  cost,  and  to  establish  prices  which  will 
allow  fair  profits.  It  is  a  general  complaint  that  the  cost  of 
work  almost  invariably  exceeds  an  estimate,  and  the  yearly 
balance-sheets  too  often  indicate  that  a  business  has  failed  to 
pay  a  reasonable  reward  for  the  labor  and  use  of  capital  em- 
ployed. The  cost  of  the  various  items  given  in  the  following 
pages  will  differ  more  or  less  in  every  establishment;  but  if  the 
principles  laid  down  will  induce  manufacturers  of  iron  work 
for  buildings  to  make  similar  statements  of  actual  costs,  in 
detail,  applicable  to  their  own  shops,  there  will  be  little  danger 
that  their  products  will  be  sold  without  profit,  or  that  the  bal- 
ance at  the  end  of  the  year  will  be  found  on  the  wrong  side. 

A  MODEL  SHOP. 

LOCATION. 

In  selecting  a  site  for  the  shops  many  essential  things  are  to 
be  considered.  The  land  should  have  a  water  frontage  on  a 
navigable  stream,  be  convenient  to  railroad  depots  and  steam- 
boat landings,  have  good  telegraphic  and  mail  connections, 
and  be  where  skilled  labor  is  easily  obtained,  and  where  homes 
for  workingmen  are  numerous.  A  good-sized  plot  of  ground 
is  desirable,  not  alone  for  the  immediate  present,  but  to  ac- 
commodate the  future  growth  and  requirements  of  the  busi- 
ness. The  land  must  be  of  moderate  value,  and  selected  with 
an  eye  to  its  prospective  increase  in  value.  Look  ahead  to  a 
profit  on  the  land  purchase.  It  is  well  to  have  the  location 


/002 


.    'doqs  mfras3iOBig  8  . 

.J.  J  L 


3         l 

O      43-^ 


02 


P5O 


ARCHITECTURAL   IRON   WORK.  3 

away  from  other  shops  in  the  same  line  of  manufacture,  so  as 
to  draw  employes  to  the  neighborhood  and  secure  their  per- 
manency ;  and  yet  be  not  so  far  away  as  to  greatly  inconve- 
nience temporary  hands. 

Selecting  such  a  plot  of  ground,  of  a  size  not  less  than 
300  x  250  feet,  suppose  its  cost  to  be  $15,000. 

BUILDINGS. 

The  buildings  will  all  be  of  brick,  with  double-pitch  frame 
roofs,  covered  with  slate,  and  put  up  in  a  good  and  substantial 
manner.  Their  cost  may  be  taken  at  $40,000. 

The  shops  are  arranged  in  relation  to  each  other  as  to  insure 
the  least  handling  and  inconvenience  from  the  time  the  raw  ma- 
terial is  landed  on  the  dock  until  the  manufactured  article  is  run 
out  for  shipment — one  succession  of  advances.  By  reference  to 
the  plan  it  will  be  seen  that  the  buildings  form  a  hollow  square. 
This  secures  the  greatest  amount  of  light  and  ventilation,  the 
greatest  security  to  valuable  materials,  the  least  danger  from 
destructive  fire,  and  the  best  control  of  the  employes. 

The  engine  and  boiler  are  situated  at  the  centre,  the  power 
radiating  to  all  quarters.  The  cupolas  are  placed  at  the  centre 
of  the  length  of  the  foundry,  and  the  run  way  for  charging 
the  same  is  in  the  yard.  The  foundry  is  60x180  feet.  A 
portion  of  it,  fifty  feet  in  length,  is  railed  off  for  light  work. 
The  remainder,  for  heavy  work,  is  furnished  with  four  cranes. 
Sheds  for  sand  run  alongside  the  foundry,  and  the  sand  is 
thrown  directly  in  as  required.  Two  cupolas  are  provided, 
each  with  a  maximum  capacity  ofx  twenty  tons,  enabling  a 
cast  to  be  made  every  working  day  in  the  year  without  having 
to  lay  by  during  relining,  etc.  By  using  both  at  once  sufficient 
iron  can  be  melted  for  almost  any  purpose.  The  erecting  shop, 
in  which  to  lay  down  iron  fronts  and  other  work  is  60  x  180 
feet.  The  blacksmith  shop  is  30  x  60  feet,  and  opens  out  into 
the  erecting  shop,  so  that  the  latter  may  be  used  for  purposes 


4r  ARCHITECTURAL    IKON    WORK. 

connected  with  the  former.  A  finishing  shop  is  made  two 
stories  in  height,  in  which  to  make  shutters,  railings,  and  lit 
up  small  work.  The  second  stdry  floors  will  be  suspended  by 
iron  rods  from  the  roof  trusses,  so  that  the  first  story  shall  be 
entirely  free  from  columns.  The  opposite  building  is  also 
made  two  stories  in  height,  a  portion  of  its  first  floor  being 
used  for  a  carpenter  and  a  flask-making  shop,  and  the  upper 
story,  40  x  105  feet,  for  pattern  making.  The  stairs  thereto  is 
on  the  outside  of  the  build i no;.  On  the  first  floor  of  this  build- 

O 

ing  is  arranged  the  offices ;  a  main  counting-room,  a  private 
office,  and  a  drawing-room,  the  latter  connecting  with  the 
pattern  shop  by  a  circular  stairway.  From  the  windows  of 
the  private  office  a  general  survey  of  the  premises  is  obtained. 
Drive-ways  through  the  shops  are  plentifully  provided,  and 
weighing  scales  are  so  placed  as  to  accommodate  incoming  and 
outgoing  materials,  and  for  the  weighing  of  rough  castings  in 
transit  from  the  foundry  to  the  finishing  shop.  The  core  oven, 
14  x  20  feet,  is  placed  near  the  cupolas,  together  with  a  house 
for,  core-making.  On  the  other  side  of  the  cupolas  is  a  small 
house  for  brushing  and  cleaning  castings.  It  will  be  advisable 
in  localities  where  winters  are  severe  to  roof  over  the  yard  or 
court,  taking  care  to  provide  as  much  light  as  possible  and 
liberal  ventilation.  The  roof  can  then  be  made  use  of  for 
storage  of  small  flasks  and  similar  things.  A  stable,  20  x  50 
feet,  is  placed  where  shown  in  the  side  yard.  This  yard  gives 
space  for  flasks,  cord- wood,  etc.  The  workmen  in  going  out 
and  in  daily  all  pass  through  the  entrance  way  alongside  of 
the  office.  When  being  paid  off  they  pass  through  the  hall- 
way and  main  office. 

Enlarged  capacity  to  the  shops  can  be  had  by  adding  a 
wing  on  the  foundry,  covering  more  or  less  of  the  side  yard. 
The  erecting  shop  may  have  a  gallery  added,  fifteen  feet  wide, 
running  around  on  all  sides,  suspended  from  the  roof  trusses, 
and  used  for  vice  work.  In  due  time  a  two  or  three  story 


ARCHITECTURAL    IRON'   WORK.  5 

building  for  storage  of  patterns  will  be  required ;  this  will  be 
built  on  a  portion  of  the  space  of  the  side  yard,  and  will  be 
disconnected  from  the  other  buildings. 

An  iron-works  planned  as  shown  and  described  would,  for 
its  purpose,  be  superior  to  any  existing  at  the  present  time, 
and  its  capacity,  in  proportion  to  its  cost,  be  far  ahead  of  any. 

FINANCIAL  MANAGEMENT. 

The  iron  business  is  a  heavy  business,  and  to  manufacture  in 
a  first-class  way  requires  a  large  capital.  Whatever  amount  of 
money  is  put  into  the  venture — and  it  is  a  venture,  as  all  busi- 
ness operations  are — be  it  remembered  that  this  capital  is  worth 
seven  per  cent,  per  annum,  for  that  interest  can  be  obtained 
without  risk  and  without  trouble.  Then  there  are  expenses 
connected  which  are  inevitable  and  constant,  whether  much  or 
little  is  done.  Taxes,  insurance,  office  employes,  expenses  of 
running  engine,  pay  to  foremen,  etc. ;  these  go  on  about  the 
same  whether  100  or  300  men  are  employed  as  producers — the 
same  on  $100,000  as  on  $300,000  worth  of  work.  Above  a 
certain  limit  oa  a  given  investment,  the  difference  between  the 
cost  of  the  raw  materials  and  labor  employed,  and  the  prices 
obtained  for  the  finished  articles,  is  the  profit.  Therefore,  one 
of  the  secrets  of  making  money  is  to  keep  the  works  filled  to 
their  utmost  capacity. 

To  illustrate  this  principle,  suppose  that  a  lot  of  columns, 
twelve  inches  in  diameter  and  three-quarters  of  an  inch  in 
thickness,  are  to  be  made  at  a  given  price — say,  four  cents  per 
pound.  Now,  if  these  same  columns  were  to  be  made  one-and- 
a-half  inches  thick,  and  the  rate  per  pound  was  the  same,  the 
heavier  weights  would  afford  by  far  the  best  profit,  because  the 
cost  in  both  cases  are  alike  as  to  moulding  time,  and  materials, 
cleaning,  chipping,  turning  off  ends,  etc.,  and  the  heavier 
weights  represent  simply  melted  pig  iron  poured  into  the  mould. 

There  is  danger,  however,  of  these  facts  leading  a  contractor 


6  ARCHITECTURAL    IRON   WORK. 

astray,  and  tempting  him  to  take  work  too  low.  A  limit  must, 
therefore,  be  established  ;  and  when  a  man  is  steeled  to  refuse 
work  below  that  limit,  and  yet  has  the  energy  and  ability  to 
keep  the  shops  well  filled  with  contract  work  above  that 
Jimit,  .good  results  may  confidently  be  looked  for  at  the  end  of 
the  fiscal  year.  If  a  job  be  taken  at  an  unprofitable  figure,  no 
amount  of  drive  can  overcome  the  error,  whether  intentional 
or  unintentional,  made  at  the  start.  But  whether  a  job  is 
taken  at  a  good  price  or  a  poor  one,  never  slight  the  work. 
Always  do  the  best  that  can  be  done,  both  in  material  and  in 
execution.  A  reputation  for  good  castings  and  true  fitting 
will,  in  due  time,  become  extensively  known,  and  turn  the 
scales  of  owners'  preference  in  giving  such  an  establishment 
work  where  estimates  run  close.  The  expense  of  doing  good 
work  is  no  greater,  and  perhaps  not  as  great,  as  to  do  botch 
work.  If  the  workmen  are  held  up  to  a  proper  standard,  and 
whenever  a  mechanic  shows  himself  incompetent  or  careless, 
he  be  discharged  and  replaced  with  a  better  man,  the  entire 
force  will  do  their  work  in  a  thorough  and  expeditious  manner. 
If  any  journeyman  be  addicted  to  drink,  no  matter  how  good 
a  mechanic  he  may  be,  or  if  he  is  disputative  or  loud  in  his 
political  preferences  or  religious  views,  it  is  well  to  weed  out 
all  such  and  be  free  of  them. 

The  cost  of  ground  and  buildings  has  been  set  down  as 
$55,000.  The  machinery  will  require  an  expenditure  of 
$45,000,  and  a  working  capital,  over  and  above  all,  of  $50,000. 
Thus  the  establishment  is  supposed  to  represent  $150,000. 
Expenses  will  commence  with  the  organization,  and  go  on, 
unceasingly.  These  are  to  be  taken  into  account  and  appor- 
tioned to  the  different  shops.  They  become  what  will  be 
termed  shop  expenses — so  much  on  the  foundry,  so  much  on 
the  finishing  shop,  etc.,  in  proportion  to  the  room  they  occupy. 

The  cost  of  castings  in  the  foundry  wants  to  be  got  at.  To 
one  unfamiliar  with  a  foundry — perhaps  to  many  familiar  with 


ARCHITECTURAL   IRON   WORK.  7 

a  foundry — this  would  appear  a  very  difficult  task.  And  yet 
for  a  given  month,  if  a  record  of  the  quantity  and  cost  of  the 
pig  iron  consumed,  together  with  the  sand,  flour,  wood,  coal, 
and  other  supplies  used,  and  the  wages  paid  to  moulders,  help- 
ers, etc.,  l>e  aggregated,  and  to  this  sum  the  shop  expenses, 
before  referred  to,  be  added,  and  the  total  in  dollars  and  cents 
be  divided  by  the  number  of  pounds  of  good  castings  weighed 
up  coming  out  of  the  foundry  during  the  month,  it  will  give, 
beyond  the  shadow  of  a  doubt,  the  average  cost  per  pound  of 
those  castings.  A  little  good  judgment  will  separate  those 
castings  into  three  grades — heavy,  medium,  and  light — and  the 
prices  to  correspond.  So  simple  is  the  method  when  syste- 
matically pursued.  A  monthly  record  so  kept  will  give  the 
average  daily  consumption  of  materials  and  cost  of  labor  to  the 
ton  of  iron  melted.  It  is  also  necessary  to  get  at  the  exact  cost 
per  pound  of  any  particular  casting,  large  or  small,  and  the 
method  of  doing  this  will  be  shown  further  on. 

The  same  manner  of  record  applied  to  finishers  engaged  in 
fitting  up  the  castings  will  establish  correctly  tho  average  cost 
per  pound  of  finishing  certain  grades  of  castings. 

In  the  blacksmith  shop  a  record  kept  of  the  coal  used,  the 
wages  paid,  and  the  wrought  iron  cut  up,  will  give  the  average 
cost  per  pound  for  forgings  and  smiths'  work. 

In  the  pattern  shop  the  average  cost  of  each  man  is  obtained 
through  this  same  principle.  For  certain  classes  of-  finished 
castings  experience  will  determine  the  average  cost  per  pound 
or  per  ton  for  pattern  work,  including  pattern  materials,  such 
as  lumber,  hardware,  etc. 

Suppose  an  iron  front  to  have  been  manufactured  in  the 
shop  and  set  up  at  the  building  and  finished  complete.  The 
cost  has  been  kept  at  every  stage,  and  it  must  now  show  all 
this:  The  total  weight;  the  weight  of  the  heavy  castings, 
such  as  the  columns  and  the  pilasters ;  the  weights  of  the 
light  castings,  such  as  the  arches,  cornices,  sills,  etc. ;  the  cost 


8  ARCHITECTURAL   IRON"  WORK. 

of  the  castings  as  they  came  out  of  the  foundry ;  their  cost  per 
pound  of  finishing  in  the  shop  ;  and  the  cost  per  pound  of  set- 
ting up  and  finishing  at  the  building ;  the  cost  of  painting ;  the 
total  cost  per  pound  and  the  total  cost  in  dollars  for  the  front ; 
also  the  cost  per  lineal  foot  and  per  square  foot  superficial. 

With  records  like  these  there  is  little  room  left  for  guess- 
work. The  lack  of  them  accounts  for  the  wide  difference  in 
bids  from  contractors,  and  affords  an  explanation  for  the  disap- 
pointing results  obtained  at  the  end  of  a  year's  business  on  find- 
ing little  or  no  profits  made  or  actual  losses  incurred.  Many 
concerns  take  work  at  losing  prices  through  sheer  ignorance  of 
what  the  actual  cost  is.  Every  article  in  the  business,  and  each 
particular  contract,  should  be  reduced  in  detail  to  its  cost  per 
pound,  or  per  superficial  foot,  or  both.  Certain  classes  of  work 
cost  more  for  the  finishing  labor  than  the  castings  themselves 
•cost.  What  would  seem  to  be  a  large  price  per  pound  would 
not  give  back  the  manufacturer  his  money.  A  contract  job 
may  show  a  loss,  or  particular  parts  of  it  a  loss.  But  future 
similar  mistakes  are  thus  guarded  against.  Be  governed  by 
facts,  results  actually  obtained,  and  never  be  influenced  by  what 
a  competitor  takes  work  at,  other  than  to  impel  a  closer  scru- 
tiny into  the  correctness  of  the  cost  or  a  more  economical  man- 
ner of  doing  such  work.  Sooner  or  later  those  who  defy  the 
teachings  of  figures,  as  well  as  the  teachings  of  experience,  will 
come  to  grief. 

A  man  goes  into  this  business  for  the  dollars  and  cents 
profit  which  is  in  it,  not  for  glory.  It  is  a  noble  business,  and 
affords  scope  for  the  best  talents — the  astuteness  of  the  lawyer, 
the  sound  judgment  of  the  merchant,  the  genius  of  the  mech- 
anician, and  the  generalship  of  the  soldier.  Fame,  however,  is 
but  incidental  to  the  business,  and  surely  it  will  not  attach  to 
him  who  fails  to  make  a  financial  success  of  his  work.  In  the 
eagerness  and  anxiety  to  secure  contracts,  and  the  liability  of 
mistaking  or  omitting  items,  the  tendency  is  to  figure  too  low. 


ARCHITECTURAL   IRON   WORE.  9 

Rather  do  without  work  than  have  it  at  a  loss.  Let  energy 
and  constant  attention  to  business  be  the  levers  which  secure 
to  an  establishment  its  complement  of  work  at  good  prices. 
The  argument  that  work  had  better  be  taken  at'cost  than  not 
at  all,  will  do  for  the  indolent  man,  or  the  man  who  has  out- 
lived his  energy.  An  iron  works  requires  to  be  kept  con- 
stantly going,  or  it  becomes  self-consuming.  "Work  at  cost 
pays  the  interest  and  taxes  and  office  hire,  and  keeps  the  men 
together  and  the  tools  from  rusting,  and  the  establishment 
generally  from  running  behind.  But  when  the  manager  can- 
not find  sufficient  work  at  remunerative  prices,  the  establish- 
ment is  too  large  for  that  man,  or  the  man  too  small  and  in- 
competent for  the  establishment.  This  is  a  growing  country, 
and  foundries  can  hardly  keep  pace  with  the  demand  for  iron 
work  for  buildings.  The  live  man  can  always  find  work,  even 
in  dull  times,  during  panics  and  wars.  It  is  of  the  first  impor- 
tance to  get  remunerative  prices. 

A  good  credit  would  attach  itself  to  an  establishment  paid 
for  and  provided  with  a  working  capital  as  stated  ;  indeed,  an 
almost  unlimited  credit,  if  the  manager  be  known  as  a  compe- 
tent and  reliable  man. 

The  sum  invested  is  a  large  one,  and  is  represented  and  used 
as  follows : 

CAPITAL  $150,000. 


Ground  cost- $15,000 

Buildings  cost 40,000 

Machinery 45,000 


Interest  on  capital $10,500 

Taxes 1,500 

Insurance 800 


Working  capital 50,000 

$150,000 

$15,000 


Gas 700 

Repairs  to  buildings 500 

Incidentals 1,000 


OFFICE   EXPENSES. 

Wages — Manager. $5,000 

Book-keeper 1,500 

Time-keeper 800 


10  ARCHITECTUEAL   IRON   WORK. 

Amount  brought  forward $7,300     $15,000 

Two  boys 600 

Draughtsman 1,200 

Night  watchman 900 

Incidentals 1,000 

~ —      11,000 

ENGINE    AND    BOILER   EXPENSES. 

Coal,  per  day $4  00 

Oil,  tallow,  waste,  etc 1  00 

Repairs,  etc 2  00 

Wages  of  engineer 3  00 

Incidentals.. 1  00 

$11  00 
is.  per  annum  (300  days),        3,300 

14,300 

Expenses $29,300 

APPORTIONED   AS    FOLLOWS  : 

Foundry— 7-16  of  $29,300  is  $12,818.75  per  annum,  or  per  day $42  72 

Erecting  and  finishing  shop — 7-16  of  $29,300  is  $12,818.75  per  annum, 

or  per  day 42  73 

Blacksmith— 1-lfi  of  $29,300  is  $1,831.25  per  annum,  or  per  day 6  10 

Pattern— 1-16  of  $29,300  is  $1,831.25  per  annum,  or  per  day 611 


FOUNDRY. 

Shop  expenses,  as  stated  above,  per  day $42  72 

Coal  for  cupola,  H  tons  at  $6 9  00 

Common  sand %  00 

White  sand 0  75 

Sea-coal;  fire-clay,  etc 2  00 

Flour 2  00 

Repairs  to  ladles,  cupolas,  etc 2  50 

Wood  and  coal  for  core  oven   2  00 

Flasks,  material  in  and  wages  making 10  00 

Wages — 1  foreman $6  00 

1  melter 4  50 

2  helpers,  $1.75 3  50 

10  moulders,  $3.50  \ 

25        "  3.00Vsay 133  00 

15  helpers,        1.50 )  -    147  00 

219  97 

Iron—Per  ton $30  00  «^U 

Interest,  four  months 0  70 

Lighterage 1  00 

Cartage,  handling,  and  short  weights. . .    1  00 

32  70x8  tons,    261  60 

*  

$481  57 


ARCHITECTURAL   IRON    WORK.  11 

Amount  brought  forward $481  57 

Cartages,  etc - 5  00 

Contingencies 3  00 

Cost  of  melting  8  tons,  with  iron  included $489  57 

Or,  per  ton $61  20 

A  gross  ton  of  iron  (2,240  Ibs.)  yields  2,000  Ibs.  in  castings  ; 
the  rest  is  wastage,  and  sprues,  gates,  etc.,  which  makes  the 
cost,  without  moulding : 

Melting,  per  ton  $28.50,  or  per  Ib c.  1.425 

Iron,  "          32.70,  " c.  1.635 

Cost  per  Ib c.  3.060 

If  ten  tons  is  melted,  then  the  cost  will  be : 

Melting  per  ton,  $22.80,  or  per  pound c.  1 .140 

Iron  "  32.70,"         "  c.  1.635 

Cost  per  pound  without  moulding c.  2. 775 

It  will  thus  be  seen  that  the  cost  of  melting  proportionately 
decreases  as  the  amount  of  iron  increases.  The  heavier  the 
castings  the  cheaper  they  can  be  made.  To  melt  ten  tons 
requires  scarcely  any  additional  expense  over  melting  eight 
tons,  with  the  exception  of  a  little  coal. 

The  shop  expenses  of  the  foundry  are  covered  when  a  cer- 
tain amount  of  iron  is  being  melted.  But  the  business  becomes 
profitable  only  when  a  greater  amount  is  being  melted.  In 
manufacturing  iron  work  for  buildings,  there  are  very  few 
articles  that  can  be  made  up  into  stock  or  made  in  advance. 
Most  of  the  work  is  taken  under  contract,  and  the  different 
parts  made  just  before  they  are  required  at  the  building. 
Payments  are  made  by  the  owners  of  buildings  for  whom  the 
work  is  for,  as  the  work  progresses.  The  money  turns  very 
quickly,  pay  for  finished  work  being  usually  got  before  the  pig 
iron  of  which  it  is  made  has  to  be  paid  for,  if  bought  on  the 
usual  four  months'  credit.  Few  bad  debts  are  incurred  where 
the  contracts  are  direct  with  owners,  as  new  buildings  for 
mercantile  purposes  are  rarely  built  except  as  investments  or  to 


12  ARCHITECTURAL   IRON   WORK. 

supply  the  prosperous  demands  of  commercial  firms.  A  man- 
ager can,  therefore,  make  close  and  safe  calculations  in  arrang- 
ing his  finances.  There  is  no  heavy  stock  of  articles  to  be  car- 
ried waiting  for  purchasers. 

It  will  be  observed  that  in  the  foregoing  calculation  made  for 
the  cost  of  melted  iron,  the  price  of  pig  iron  is  taken  at  $30 
per  ton.  This  price  is  merely  taken  as  an  illustration,  for  the 
object  of  these  tables  and  the  views  given  are  to  offer  correct 
principles  and  a  guide  in  making  up  tables  and  costs  applica- 
ble to  any  particular  iron  works. 

The  mixtures  of  iron  will  vary  greatly  according  to  location, 
availability  of  certain  brands  of  iron,  and  foundrymen's  ideas 
and  experience.  The  following  mixtures  are  not  given  with 
any  great  degree  of  confidence  as  the  best,  but  simply  what 
has  been  found  to  work  well  in  practice. 

MIXTURES    OF    IRON. 

For    heavy    work — No.  1  American  Iron 3  parts. 

No.  2         u  "     2      " 

Scotch.  Iron 1  part. 

For  medium  work — No.  1  American  Iron 1      " 

No.  2        ."  "     1      " 

Scotch  Iron 1      " 

For    small    work — No.  1  American  Iron 1      k' 

Scotch  Iron 2  parts. 

COAL. 

Amount  to  be  used  will  differ  in  accordance  with  hardness 
and  kind — say  one  ton  anthracite  coal  to  six  tons  of  pig  iron. 

TABLE. 

Cost  of  melted  iron  with  foundry  expenses  added  on  same : 

Iron  at  $25  per  ton. 

1  ton  iron  (2,240  Ibs.) $25  00 

4  months'  interest.  , 0  58 

Lighterage 1  00 

Cartage,  handling,  and  short  weight 1  00 

$27  58 
Yields  2,000  Ibs.  good  castings ;  the  rest  is  wastage,  etc. 


ARCHITECTURAL    IROX   WORK. 


13 


Iron  costs  per  pound c.  1.38 

Melting  (as  obtained  under  the  head  of  "  Foundry")  per  paund c.  1.64 


Cost  per  pound  without  moulding  expenses c.  3.02 


COST  OF  MELTED  IKON. 

The  following  table  shows  the  cost  of  melted  iron,  with  pig 
from  $20  to  $50  per  ton,  including  foundry  expenses  : 


PEB  TON. 

PBR  LB. 

I 

A 

II 

£ 

fifi 

rj 

j 

&> 

B4* 

c  • 

| 

I 

s£=  M 

* 

•£  § 

3"!' 

s 

ill 

1 

a 

1 

i 

6 

^ 

s 

o 

H 

~ 

H 

$20  00 

$0  47 

$1  00 

$1  00 

$22  47 

c.l  12 

c.  1.64 

c.2.76 

21  00 

49 

1  00 

1  00 

23  49 

1.17 

1.64 

2.81 

22  00 

51 

1  00 

1  00 

24  51 

1.23 

1.64 

2.87 

23  00 

54 

1  00 

1  00 

25  54 

1.28 

1.64 

2  92 

24  00 

56 

1  00 

1  00 

26  56 

1.33 

1.64 

2.97 

25  00 

58 

1  00 

1  00 

27  58 

1.38 

1.64 

3.02 

26  00 

61 

1  00 

1  00 

28  61 

1.43 

1.64 

3.07 

27  00 

63 

1  00 

00 

29  63 

1  48 

1.64 

3.12 

28  00 

66 

1  00 

00 

30  66 

1.53 

1.64 

3.17 

29  00 

68 

1  00 

00 

31  68 

1.58 

1.64 

3.22 

30  00 

70 

1  00 

00 

32  70 

1.63 

1.64 

3.27 

31  00 

73 

1  00 

00 

33  73 

1.69 

1.64 

3.33 

32  00 

75 

1  00 

1  00 

34  75 

1.74 

1.64 

3.38 

33  00 

77 

1  00 

1  00 

35  77 

1.79 

1.64 

3.43 

34  00 

79 

1  00 

1  00 

36  79 

1  84 

1.64 

3.48 

35  00 

82 

1  00 

1  00 

37  82 

1.89 

1.64 

3.53 

36  00 

84 

1  00 

1  00 

38  81 

1.9-4 

1.64 

3.58 

37  00 

86 

1  00 

1  00 

39  86 

1  99 

1.64 

3.63 

38  00 

89 

1  00 

1  00 

40  89 

2.05 

1.64 

3.69 

39  00 

91 

1  00 

1  00 

41  91 

2.10 

1.64 

3.74 

40  00 

93 

1  00 

1  00 

42  93 

2.15 

1.64 

3.79 

41  00 

96 

1  00 

1  00 

43  96 

2  20 

1.64 

3.84 

42  00 

98 

1  00 

1  00 

44  98 

2-25 

1.64 

3.89 

43  00 

1  00 

1  00 

1  00 

46  00 

2.30 

1.64 

3  94 

44  00 

1  03 

1  00 

1  00 

47  03 

2-35 

1  64 

3.99 

45  00 

1  05 

1  00 

1  00 

48  05 

2.40 

1.64 

4.04 

46  00 

1  07 

1  00 

1  00 

49  07 

2.45 

1.64 

4  09 

47  00 

1  10 

1  00 

1  00 

50  10 

2.50 

1.64 

4.14 

48  00 

1  12 

1  00 

1  00 

51  12 

2-55 

1.64 

4.19 

49  00 

1  14 

1  00 

1  00 

52  14 

2-60 

1.64 

4.24 

50  00 

1  17 

1  00 

1  00 

53  17 

2.65 

1.64 

4.29 

14  ARCHITECTURAL    IRON    WORK.' 

COST  OF  CASTINGS. 

When  cost  of.  moulding  does  not  exceed  1  cent  per  pound. 

Moulding c.  1.00 

Facings,  cores,  ;ind  chaplets .20 

Cleaning  and  chipping .20 

Labor  and  handling .05 

Cartage 10 

Losage  on  bad  castings  (10  per  cent,  of  above  items) 15 

c.  1.70 

Melted  iron,  with  shop  expenses  added  (as  obtained  under  head  of 
"  Foundry  ").  Pig  iron  calculated  on  a  basis  of  $30  per  ton.  See 
table,  u  Iron  at  $30  per  ton  " 3.27 


Cost,  per  pound c.  4.97 

Sell  (20  per  cent,  profit)  6c.  per  pound. 


When  cost  of  moulding  is  f  c.  per  pound. 

Per  Ib. 

Moulding c.  0.75 

Facings,  cores,  and  chaplets 20 

Cleaning  and  chipping .20 

Labor  and  handling .05 

Cartage 10 

Losage  on  bad  castings  (10  per  cent  of  above  items) 13 

c.  1.43 
Melted  iron.     (See  table,  "  Iron  at  $30  per  ton  ") 3.27 


Costs c.  4.70 

Sell  (20  per  cent,  profit)  5|c.  per  pound. 

"When  cost  of  moulding  is  IJc.  per  pound. 

Per  Ib. 

Moulding c.  1.25 

Facing,  cores,  and  chaplets .20 

Cleaning  and  chipping .20 

Labor  and  handling .05 

Cartage 10 

Losage  on  bad  castings  (10  per  cent,  of  above  items) 18 


c.  1.89 
Melted  iron.     (See  table,  "Iron  at  $80  per  ton ") c.  3  27 

Costs c.  5.25 

Sell  (20  per  cent,  profit)  6Jc.  per  pound. 


ARCHITECTURAL    IRON    WORK.  15 

c 

FINISHING   AND   ERECTING  SHOP. 

Shop  expenses  (as  previously  stated),  per  day $42  73 

Wear  and  tear  of  machinery,  purchase   of  new  small  tools,  such  as 

drills,  chisels,  etc 10  00 

Wages —  1  foreman $6  00 

1  assistant  foreman 4  00 

1  weightman 2  50 

15  finishers,  at  $3 45  00 

20  finishers,  at  $2.50 50  00 

25  helpers,  at  $1.50 37  50 

145  00 

Cartages 5  00 

Contingencies. 5  00 

Cost,  per  day $207  73 

On  60  men  (producers)  : 

Average  wages $2  41 

Shop  expenses 1  05 

Say $3  50  each  workman. 


BLACKSMITH  SHOP. 

Shop  expenses  (as  previously  stated),  per  day $6  10 

Coal,  etc 5  00 

Wages— 1  foreman $5  00 

2  smiths,  $3  each 6  00 

3  smiths,  $2.50  each 7  50 

6  helpers,  $1.75 1050 

29  00 

Cartages 3  00 

Cost,  per  day $43  10 

On  12  men  (producers) : 

Average  wages $2  41 

Shop  expenses 1  18 


Each  workman $3  59 

Cost,  per  day,  of  blacksmith  and  helper — thus  : 

1  blacksmith $3  00 

1  helper , 1  75 

Shop  expenses,  two  men  each,  $1.18 2  36 

$7  11 
Charge,  per  day $8  50 


16 


ARCHITECTURAL   IRON   WORK. 


Cost,  per  day,  of  blacksmith  and  two  helpers — thus  : 

1  blacksmith $3  00 

2  helpers,  $1.75  each 3  50 

Shop  expenses,  3  men  each,  $1.18 3  54 

Say $10  00 

Charge,  per  day $12  00 


TABLE. 

Cost  of  wrought  bar  iron,  with  cartage  and  interest  added, 
and  wastage  allowed.     Showing  rate  per  pound. 

Bar  iron  at  $50  per  ton. 

1  ton  iron  (2,240  Ibs.) $50  00 

Interest,  four  months 1  17 

Cartage 2  00 

$53  17 

For  wastage  (into  scrap,  etc.),  allow  5  per  cent.  A  gross  ton  (2,240  Ibs.) 
will  yield  2,128  Ibs.  for  finished  work.  The  bar  iron  will,  therefore, 
cost,  per  pound c.  2.50 

Cost  of   Bar   Iron,  at  $45  to   $85,  including  interest  and 
cartage. 


PER  TON. 


Cost  of  Bar  Iron 
Per  Ton. 

Four  Months'  In- 
terest. 

Cartage. 

Total. 

Iron. 

$45  00 

$1  05 

$2  00 

$48  05 

c.  2.26 

47  50 

1  11 

2  00 

50  61 

2.38 

50  00 

1  17 

2  00 

53  17 

2.50 

52  50 

1  22 

2  00 

55  72 

2.62 

55  00 

1  28 

2  00 

58  28 

2.74 

57  50 

1  34 

2  00 

60  84 

2.86 

60  00 

1  40 

2  00 

63  40 

2.98 

62  50 

1  46 

2  00 

65  96 

3.10 

60  00 

1  52 

2  00 

68  52 

3.22 

67  50 

1  57 

2  00 

71  07 

3.34 

70  00 

1  63 

2  00 

73  63 

3.46 

72  50 

1  69 

2  00 

76  19 

3.58 

75  00 

1  75 

2  00 

78  75 

3.70 

77  50 

1  81 

2  00 

81  31 

3.87 

80  00 

1  86 

2  00 

83  86 

3.94 

82  50 

1  92 

2  00 

86  42 

4.06 

85  00 

1  98 

2  00 

88  98 

4.18 

PER  POUND. 


ARCHITECTURAL   IRON   WORK.  17 


PATTERN  SHOP. 

Shop  expenses  (as  previously  stated)  per  day $6  11 

Wear  and  tear  of  machinery,  purchase  of  small  hardware,  etc 5  00 

Wages— 1  foreman $5  00 

7  pattern  makers $3  00  =  21  00 

44        2  pattern  makers 250=     500 

31  00 

Cartages 2  00 

Cost  per  day,  say $44  00 

On  10  men  (producers)  : 

Average  wages $3  10 

Shop  expenses 1  30 

Each  workman. $4  40 


LIST  OF  MACHINERY,  TOOLS,  ETC., 

REQUIRED   IN   THE   VARIOUS    SHOPS    TO    BEGIN    WORK   WITH. 

ENGINE   ROOM. 

160  horse-power  engine  and  boiler $4,500 

Attachments 1,000 

Fan  for  cupola 200 

Fan  for  smith's  shop 100 

Shafting  throughout  buildings 3,000 

8,800 

FOUNDRY. 

2  cupolas,  maximum  capacity  20  tons  each $3,750 

4  cranes 4, 000 

Ladles,  shovels,  bellows,  riddles,  sieves,  etc 2,000 

Sandfloors 600 

Weights,  etc.,  etc 2,000 

12,350 

ERECTING    AND   FINISHING    SHOPS. 

overhead  crane $2,500 

column-turning  lathe 3,500 

lathe  750 

:   planer 600 

punch 650 

shears 500 

Vices  and  small  tools 4,500 

6  drillers 7c  0 

2  emery  wheels 250 

Grindstones 150 

14,150 

2 


18  ARCHITECTURAL    IKON   WORK. 

BLACKSMITH    SHOP. 
6  forges  and  tools,  anvils,  etc $3,500 


3,500 


PATTERN    SHOP. 

1  wood  planer $800 

2  circular  saws 500 

1  wood-turning  lathe 200 

1  wood  facing  lathe 150 

1  jig  saw 175 

1  band  saw 175 

Benches,  etc 500 

2,500 

MISCELLANEOUS. 

2  hoisting  derricks $500 

2  hand  trucks 200 

4  horses  and  carts,  etc 1,800 

2,500 

Contingencies 1,700 

Total $45,000 


ESTIMATED   AMOUNT  OF   ONE  YEAR'S  BUSINESS 
AND   COST   AND  PROFIT. 

Interest  on  capital,  7  per  cent,  on  $150,000 $10,500 

Taxes,  insurance,  gas,  repairs  to  buildings,  etc   4,500 

Office  expenses 11,000 

Engine  and  boiler  (wages  and  coal  excluded) 1,200 

Cupola  lining,  repairs,  etc 700 

Tools,  small,  additions  to,  etc 3,600 

Lumber  in  flasks,  patterns,  etc 4,000 

Foundry  equipments 5,000 

Moulding  sand,  sea  coal,  etc 2.000 

Lump  coal,  550  tons,  at  $6 3,300 

Soft  coal  for  blacksmiths,  engine  coal,  etc 1,500 

Wood 500 

Paints,  oils,  etc 2,000 

Stable  expenses 2,000 

Truckages  of  heavy  work 1 ,000 

Freights,  railroad  expenses,  etc 2,000 

IRON. 

Pig,  2,400  tons,  average,  $32 $76,800 

Bar  and  sheet,  400  tons,  average,  $90 36,000 

Rolled  beams,  100  tons,  average,  $135 13,500 

126,300 


ARCHITECTURAL    IRON   WORK. 


WAGES. 

Pattern  makers,   average  number,  10  men  —  average,  $3.10, 

say  .................................................   $31  00 

Finishers  and  helpers,  average  number,  63  men  —  average, 

$2.20,  say  ..........................................    138  00 

Blacksmiths  and  helpers,  average  number,  12  men—  average, 

$2.41,  say  ..........................................     29  00 

Moulders  and  helpers,  average  number,  50  men—  average, 

$2.73,  say  ..........................................    136  00 

Flask  carpenters,  average  number,  2  men  —  average,  $2.50, 

say  .................................................        5  00 

Painters,  average  number,  3  men  —  average,  $2.25,  say  ......        6  75 

Cartmen,  average  number,  4  men  —  average,  $1.87£,  say  .....        7  50 

Common  laborers,  average  number,  4  men  —  average,  $1.50, 

say  .................................................       6  00 

Engineer,  1  man—  average,  $3,  say  ........................        3  00 

Weightman,  1  man  —  average,  $2.75,  say  ...................  2  75 

Total  number  of  men,  150  ;  wages  per  day,  say  .....  $365  00 

300  working  days  in  a  year  makes  the  total  sum  paid  for  wages  .....    $109,500 
Contingencies  .................................................        10,000 

Total  cost  .............................................    $300,000 


PRICES  REALIZED. 

For  pig  iron  made  into  finished  castings,  2,400  tons,  at  $100  ........  $240,000 

For  bar  and  sheet  iron,  finished  work,  400  tons,  at  $160  ............      64,000 

For  rolled  beams,  100  tons,  at  $175  ...............................      17,500 

$321,500 

PROFIT. 

Profit,  $21.500  on  an  investment  of  $150,000,  in  addition  to  7  per  cent,  per 
annum  for  use  of  capital. 


The  generally  profitable  character  of  this  business  has  thus 
been  shown.  A  new  establishment,  however,  for  the  first  few 
years,  will  have  to  put  the  larger  proportion  of  its  profits  in 
additional  machinery,  testing  apparatus,  tools,  patterns,  etc. 
In  this  class  of  manufacture  success  attends  capacity  and 
industry. 


20  ARCHITECTURAL   IRON   WORK. 

From  the  preceding  tables  is  obtained  the  following  : 
TARIFF  OF  PRICES  FOR  LABOR  AND  MATERIALS. 

Cost.  Charge. 

Blacksmith  (forge)  and  1  helper $711  $850 

"                "             2  helpers 1000  1200 

Finishers,  machinists 3  50  5  00 

"         extra  helpers 255  350 

Patternmakers 440  600 

Laborers 150  200 

Drill  machine  and  1  man 3  50  5  00 

Small  lathe  and  1  man 4  00  6  00 

Planer  and  1  man. 4  00  6  00 

Column-turning  machine,  etc 6  00  10  00 

In  making  out  bills  for  jobbing  work,  always  charge  for  the 
following : 


Pattern  materials, 
Screws,  etc.,  files, 
Bolts  and  nuts, 


Cast  iron,  by  weight, 
Wrought  iron,  by  weight. 
Labor, 


Cartage, 
Pattern  makers, 
Finishers, 


Blacksmiths, 
Machine  use, 
Boxing. 


ILLUSTRATIONS  OF  COST. 

It  is  important  that  the  cost  of  every  article  of  common 
manufacture  be  made  up  in  a  book  to  be  kept  for  that  pur- 
pose. From  time  to  time,  as  variations  arise  in  prices  of  labor 
or  materials,  these  costs  must  be  revised. 

As  illustrations,  the  costs  of  a  number  of  leading  articles  is 
given  in  detail.  From  these  the  manner  of  definitely  arriving 
at  the  cost  of  any  article  will  be  readily  understood. 


ARCHITECTURAL   IRON    WORK. 


21 


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22  ARCHITECTURAL    IRON   WORK. 

USUAL    SIZE    OF   PLATES. 

Diameter  of  Column.  Cap  Plate.  Base  Plate. 

4  inch lOxlOx    £  8x    8x 


10 


,12x12x1  10x10x1 

.12xl2xli  lOxlOxli 

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.14xl4xli  12xl2xl± 

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,14x14x1$  12xl2xl£ 


The  cores  of  columns  should  be  made  in  one  piece  in  length, 
the  castings  made  of  a  uniform  thickness  of  metal,  straight 
and  reasonably  perfect,  and  the  ends  turned  off  true  in  a  lathe. 
The  somewhat  common  practice  of  making  columns  with  a 
greater  thickness  at  the  ends,  where  it  is  observable,  than  at 
any  other  part,  should  not  be  followed.  The  risk  that  is  there- 
by assumed  is  greater  than  the  value  of  the  metal  saved  war- 
rants. 

It  is  usual  to  make  round  columns  a  little  smaller  at  the 
upper  end  than  at  the  middle  ;  this  is  advantageous  in  strength 
and  also  in  appearance ;  the  difference  should  not  exceed  one- 
tenth  of  the  diameter. 

It  has  been  a  common  opinion  that  long-continued  vibra- 
tion, though  very  small  in  amplitude,  causes  a  change  in  the 
structure  of  iron,  rendering  it  more  liable  to  break ;  this  notion 
has  been  abandoned  by  those  best  informed. 

For  columns,  good  strong  iron  must  always  be  used,  and  the 
castings  made  with  at  least  ordinary  care.  It  is  too  much  to 
expect  that  long  columns  will  be  cast  quite  straight.  Some 
defects  can  be  readily  detected  by  inspection.  Those  having 
'considerable  defects  in  the  casting  should,  of  course,  be  re- 
jected, 


ARCHITECTURAL   IRON   WORK. 


CAST  IRON  HOLLOW  COLUMNS. 

^Weight  per  lineal  foot,  in  Ibs.  avoirdupois.     Thickness  of  metal,  from  one- 
quarter  to  two  inches. 


Thickness  of  Metal 

- 

2" 
IbR. 

Ibs. 
4.29 
5.52 
6.75 
7.98 

9.2L 
10.43 
11.66 
12.88 

14.11 
15.4 
16.6 
17.8 

19.0 
20.1 
21.5 
22.7 

23.9 
25.2 
26.4 
27.6 

28.9 

A 

* 

Ibs. 

V 

Ibs. 

1/ii 

IK" 

Ibs. 

1%" 

Ibs. 

1% 

Outside  Diameter, 
it 

1C 

ii 

Outside  Diameter. 

2  inch. 

g:; 

4        || 
5 

6 

?*:: 

8       || 
9 

10      |' 
11      " 

12      " 

13      " 
13*" 

14      " 
15      " 

16      " 

I?*:; 

17*" 

18      " 
18*" 
19      " 
19*" 

20      " 
20*" 
21      '• 
21*" 

22      " 

23  J  " 

23*" 
24mch. 

IbR. 
6.0 
7.8 
97 
11.5 

13.3 
15.2 
17,1 
18.9 

207 
22.6 
24.4 
26.2 

28.1 
29.7 
31.7 
33.6 

37!  3 
39.1 
41.0 

42.8 
44.6 
46.5 

Ibs. 
7.35 
10.0 
12.27 
14.72 

17.18 
19.64 
22.1 
24.54 

26.99 
29.45 
31.9 
34.4 

£6.8 
39.3 
41.7 
44.5 

46.6 
49.1 
51.5 
54.0 

56.4 
58.9 
61.4 
63.0 

66.3 
68.7 
71.2 
73.6 

76.0 

78.5 
81.0 
83.4 

85.9 

88.3 
90.0 
93.2 

95.7 
98.1 
101.7 
105.3 

103.9 
111.3 
113.8 
116.2 
118.7 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

11.5 
14.6 
17.6 

20.7 
2/18 
26.9 
30.0 

33.0 
36.1 
39.1 
42.2 

45.3 
48.1 
51.4 
54.5 

57.5 
K0.6 
63.7 
66.7 

69.8 
72.9 
75.9 
78.5 

82.0 
85.0 
87.5 
91.1 

94.1 
97.3 
100.4 
103.4 

106.5 
109.5 
112.2 
115.6 

118.7 
121.8 
1219 
123.2 

131.3 
1360 
139.4 
142.4 
145.5 

X" 

16.57 

20.25 

23.92 
27.61 
31.29 
34.97 

88.65 
42.34 
46.02 
49.7 

53.4 
57.1 
60.7 
64.4 

68.1 
71.  S 
75.5 
79.1 

82.8 
86.5 
90.2 
93.9 

97.6 
101.2 
104.9 
108.6 

112.3 
116.0 
119.7 
123.3 

127.0 
130.7 
134.4 
138.1 

141.7 
145.4 
149.1 
152.8 

ire.o 

16>).9 
164.9 
168.6 
172.3 

22.6 

26.8 
81.1 
35.4 
39.7 

44.1 
48.3 
52.6 
56.9 

61.2 
05.3 
69.8 
74.1 

78.4 
82.7 
87.0 
91.3 

95.6 
99.9 
!04.2 
108.4 

1126 
116.8 
121.2 
125.5 

129.8 
134.2 
1H8.4 
142.7 

146.9 
151.3 
155.6 
15!>.8 

164.1 
168.4 
172.8 
177.0 

181.1 
186.0 
190.4 
194.8 
199.0 

29.45 
34.36 
39.27 
44.18 

49.08 
53.99 
58.9 
63.81 

68.7 
73.6 
78.5 
83.4 

88.4 
93.3 
98.2 
103.1 

108.0 
113.0 
117.8 
122.9 

127.6 
132.5 
137.5 
142.4 

147.3 
152.3 
157.1 
162.0 

16)5.9 
171.8 
176.7 
181.6 

186.5 
191.5 
196.4 
201.3 

206.2 
211.1 
216.0 
220.9 
225.8 

37.3 
42.8 
48.3 

53.8 
59.4 
64.9 
70.4 

76.0 
hi.  2 
87.0 
92.5 

98.0 
103.5 
109.1 
114.6 

120.1 
125.6 
181.2 
136.7 

1420 
14S.O 
153.1 
159.1 

164.2 
169.7 
175.2 

180.8 

186.2 
191.8 
197.2 
202.7 

208.4 
213.9 
219.5 
225.0 

230.5 
235.9 
241.5 
2470 
252.5 



41.5 
46.6 
51.75 

58. 
64.75 
70.5 
76.3 

82.5 
89. 
95.1 
101.2 

107.4 
1135 
119.6 
125.8 

131.9 
138.1 
14  1.2 
163.3 

1564 
162.6 
168.7 
174.9 

181.0 
187.1 
193.8 
199.6 

205.5 
211.7 
217.8 
223.9 

230.2 
236.3 
242.6 
248.7 

254.8 
260.8 
266.9 
273.0 
279.1 

'.'.'.'. 

:::: 

80.5 

87.5 

95.4 
103.0 
110.4 
117.8 

1252 
i:;2.5 
189.9 
147.3 

154.6 
16.  '.0 
169.3 
176.7 

1S4.1 
191.4 

198.8 
206.2 

213.5 
820.9 

2.i5.9 

243.3 

250.6 
•J5x«l 
2!i5.4 

272.7 
280.1 
287.1 
294.5 

SOI.  8 
309.2 
316.6 
323.9 
331.3 

••'•• 

188.0 

142.0 
150.0 
159.0 
168.0 

176.0 
185.0 
193.0 
201.4 

210.1 
218.2 
226.9 
885.6 

2-14.2 
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261.7 
270.0 

278.  (5 
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836.0 

304.7 

312.8 
321.6 
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388.8 

347.4 
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381.7 

157.0 

167.0 
177.0 
187.0 

196.0 
206.0 
216.0 
226.0 

236.0 
2450 
255.0 
2(55.0 

275.0 
285.0 
256.0 
304.0 

3140 
824.0 
334.0 
344.0 

353.0 
863.0 
373.0 
383.0 

393.0 
402.0 
412.0 
422.0 
432.0 

... 

•'• 

:;  ' 

Thickness  of  Metal  

K- 

X" 

*" 

K" 

X" 

1" 

1*" 

IK" 

1*" 

ix"|"«" 

Proper  allowance  must  be  made  for  weight  of  mouldings,  ears,  or  such  other 
projections  as  may  be  cast  on  the  columns. 


24  AJRCHITECTUJBAL   IKON   WORK. 


TABLES   OF  SAFE  LOAD   ON  HOLLOW  CYLINDRI- 
CAL  CAST  IKON  COLUMNS. 

(ONE-FIFTH  THE  BREAKING  WEIGHT.) 

The  following  tables  give  the  safe  load  in  tons  of  2,000 
pounds,  which  hollow  round  iron  columns  will  sustain  with 
safety ;  the  ends  turned  off  true  at  right  angles  with  their  axis ; 
level  cap  and  base  plates  used ;  and  the  columns  set  up 
with  reasonable  care  at  the  building.  For  columns  not  turned, 
one-half  of  these  amounts  should  be  taken  for  the  safe  load. 

In  estimating  the  load  to  be  borne  by  a  column,  allowance 
must  be  made  for  any  use  the  building  may  be  put  to,  and  the 
greatest  weight  that  may  come  on  any  one  column.  Besides 
an  allowance  for  the  floors,  and  the  weight  to  be  placed  thereon, 
one-fourth  of  the  total  should  be  allowed,  in  addition,  to  make 
assurance  doubly  sure.  Great  allowance  must  also  be  made 
for  columns  that  are  subject  to  vibrations  caused  by  machinery, 
or  under  the  floors  of  armory  drill-rooms,  or  subject  to  concus- 
sion from  bodies  falling  on  a  floor  above,  or  liable  to  lateral 
blows  from  goods  in  transmission  being  thrown  against  them. 

The  castings  should  be  made  of  a  uniform  thickness  of 
metal,  straight  and  reasonably  perfect,  and  both  ends  turned 
off  true  in  a  lathe. 


AKCHITECTUEAL    IKON   WORK. 


25 


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DIAMETE 
NCHES. 


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ARCHITECTURAL   IKON   WORK. 


29 


TABLE. 

[Arranged  from  the  foregoing  details.] 

COST    OF   WORKMANSHIP   ON   BOX   COLUMNS,   INCLUDING    LEAP    CAPI- 
TALS,   SAY  I 


fix!2 

..$14  00 

10x12  

.$17  00 

14x12.. 

...$19  00 

18x12 

$20  00 

6x14 

14  50 

10x14 

.   17  50 

14  x  14. 

19  50 

18  x  14 

20  50 

6x16 
6x18 

.  .  .  .   15  00 
...    15  50 

10x16.   .. 
10x18  

.   18  00 
.   18  50 

14x16.. 
14x18.. 

...   20  00 
...   20  50 

18x16... 
18x18     . 

.   21  00 
22  00 

6x20 

16  00 

10x20.   .. 

.   19  00 

14x20 

21  00 

18x20 

23  00 

8x  12 

14  00 

12x12 

17  00 

16x12 

19  00 

20x12 

20  00 

8x  14 

14  50 

12  x  14 

.   17  50 

16  x  14 

19  50 

20  x  14 

21  00 

8x16 

15  00 

12x16  

.   18  00 

16x16. 

...  20  00 

'0x16 

22  00 

8x18 

15  50 

12x18  

.   18  50 

16x18. 

...   21  00 

20x18 

23  00 

8x20 

...    16  00 

12  x  20      . 

.  19  00 

16x20 

.     22  00 

20x20 

24  00 

TABLE. 


WEIGHTS    OF   ORDINARY   BOX   COLUMNS.    PANELLED.  MADE  AS    LIGHT 


AS   CAN   BE   SAFELY   RUN,    AND   WITH    OPEN    BACKS. 

[Plates  included.] 


Size.    Weight  in  Ibs. 

Size. 

Weight  in  Ibs. 

Size. 

Weight  in  Ibs. 

Size. 

Weight  in  Ibs. 

6x10 

.  69 

10x10 
10x12 
10x14 
10x16 
10x18 
10x20 

12x10 

12x12 
12x14 
12x16 
12x18 
12x20 

87 

14x10 
14x12 
14x14 
14x16 
14x18 
14x20 

16x10 
16x12 
16x14 
16x16 
16x18 
16x20 

105 

18x10 

18x12 
18x14 
18x16 
18  x  18 
18x20 

20x10 

126 

6x12.. 

78 

96 

..113 

133 

6x14.. 

89 

105 

123 

...   .     143 

6x16 

99 

.     ..   113 

134 

154 

6x18  . 

109 

126 

145 

166 

6x20 

.   .120 

138 

160 

180 

8x10.. 

.  78 

.  96 

..113 

..138 

8x12 

...  87 

104 

.  123 

20x12 
20x14 
20x16 
20x18 
20x20 

.     146 

8x  14 

96 

113 

133 

153 

8x16.. 
8x18.. 

107 
118 

123 

144 
156 

165 

136 

178 
190 

8x20 

.128 

149 

170 

30  ARCHITECTURAL    IKON   WORK. 

EXAMPLE. 

What  is  the  cost  of  a  box  column  14  inches  face,  16  inches 
deep,  and  12  feet  long  ? 

Weight,  134  Ibs.  to  a  foot  [see  above  table]  =  1608  Ibs.  @  c.  3.27 $52  50 

Workmanship,  including  the  capital 20  08 

Cost $72  58 

Add  20  per  cent,  profit 14  52 


Sell $87  10 

Is  $7.27  per  lineal  foot,  or  c.  5.42  per  pound. 

NOTE. — If  columns  are  deep  panelled  or  heavy  mouldings  in  panels,  the 
weight  will  be  considerably  more. 

If  shutter  grooves  are  required,  add  for  additional  weight  and  labor.  Set- 
ting of  columns  always  charged  in  addition. 


CAST  IEON  BEAMS. 


The  best  form  of  section  for  cast  iron  beams  or  girders  is 
that  known  as  T  beams.  Experiment  has  established  the  rule, 
that  the  area  of  the  bottom  flange  should  be  a  little  more  than 
six  times  that  of  the  top  flange,  and  the  flanges  connected 
together  by  a  vertical  web  curved  in  the  shape  of  an  ellipse, 
and  sufficiently  rigid  to  give  lateral  stiffness. 

A  cast  iron  beam  will  be  bent  to  one-third  of  its  breaking 
weight  if  the  load  is  laid  on  gradually ;  and  one-sixth  of  it, 
if  laid  on  at  once,  will  produce  the  same  effect  if  the  weight 
of  the  beam  is  small  compared  with  the  weight  laid  on. 
Hence  the  breaking  weight  of  the  beam  should  not  be  less 
than  three  times  the  greatest  load  which  it  has  to  carry,  and 
for  those  exposed  to  vibrations  the  strength  should  not  be  less 
than  six  times  the  load  imposed,  as  sudden  shocks  tend  far 
more  to  destroy  the  cohesion  than  a  permanent  load. 


ARCHITECTURAL   IRON   WORK.  31 

f  RULE. 

The  rule  to  determine  the  strength  of  such  beams  is  as 
follows : 

Multiply  the  sectional  area  of  the  bottom  flange  in  inches 
by  the  depth  of  the  beam  in  inches,  and  divide  the  product  by 
the  distance  between  the  supports,  also  in  inches;  and  514 
times  the  quotient  equals  the  absolute  strength  of  the  beam 
in  cwts. 

EXAMPLE. 

What  is  the  load  that  will  break  a  T  beam  of  the  following 
dimensions:  ten  feet  in  length  between  supports,  the  load 
applied  in  the  middle  ? 

Top  flange 7"  x  1". 

Centre  web 21"  x  •&"—  15"  at  ends. 

Bottom  flange 21"  x  2". 

As  per  rule : 

21"  x  2" :  =  42"  x  21"  =  882"  -r- 120"  =  7.35"  x  5U  —  3,778 
cwt.  or  188^  tons. 

A  cubic  foot  of  brick  work  weighs  112  pounds — a  foot  of 
wall  sixteen  inches  thick  will  weigh  150  pounds. 

In  the  following  tables  the  thicknesses  for  the  castings  are 
set  forth,  and  other  necessary  details.  The  weight  of  brick- 
work is  calculated  as  a  solid  wall  equally  distributed,  exclusive 
of  floors  or  any  other  weight.  If  window  openings  occur, 
deduct  only  half  weight;  that  is,  take  out  of  the  weight  of 
wall  only  half  the  actual  space  which  the  windows  will  occupy. 
Should  the  weight  of  wall,  by  piers  or  otherwise,  be  placed 
at  or  near  the  centre  of  the  girder,  double  the  weight  calcu- 
lated to  be  borne;  in  other  words,  use  a  girder  of  greater 
sustaining  capacity. 


32 


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ARCHITECTURAL   IKON   WORK.  37 

EXAMPLE   OF    COST   OF   CAST   IRON   BEAM. 


Length  be- 


$2  00 


Suitable  to  sustain  three  stories  of  twelve-inch  brick  wall, 
tween  supports,  eighteen  feet. 

Top  flange,  4"  x  1£". 

Centre  web,  21  x  If —14  inches  at  ends. 

Bottom  flange,  12 "  x  2i". 

Average  cost  of  pattern,  flasks,  etc 

Moulding— 2  moulders  1  day,  $3.00 , $6  00 

1  helper  1  day 1  50 

Facing 

Chaplets,  etc 

Cleaning. 

Chipping 

Labor,  bringing  in  flasks,  getting  out  castings,  etc 

Sundries 

Painting. 

Cartage 

Losage — 1  beam  in  15 

Weight,  3,485  Ibs.  @  c.  3.27 

Cost $135  35 

Add  20  per  cent,  profit  for  selling  price. 


CAST    IRON    AECH    GIRDERS,  WITH   WROUGHT 
IRON  TENSION  RODS. 


Arch  girders  are  principally  used  for  the  support  of  the 
front  or  rear  walls  of  brick  buildings.  They  are  a  cheap  and 
effective  method  of  securing  wide  openings.  The  casting  is 
made  in  one  piece  with  box  ends,  the  latter  having  grooves 
and  seats  to  receive  the  wrought  iron  tie  rod.  The  tie  rod  is 


SB  AECHITECTUEAL    IKON    WOEK. 

made  from  one-eighth  to  three-eighths  of  an  inch  shorter  than 
the  casting ;  and  has  square  ends  forming  shoulders  so  as  to 
fit  into  the  casting.  The  rod  has  usually  one  weld  on  its 
length,  and  great  care  should  be  taken  that  this  weld  be 
perfect. 

The  rod  is  expanded  by  heat,  and  then  placed  in  position  in 
the  casting,  and  allowed  to  contract  in  cooling,  thus  tieing  the 
two  ends  of  the  casting  together  to  form  abutments  to  receive 
the  horizontal  thrust  of  the  arch.  If  the  tie  rod  is  too  long 
it  will  not  receive  the  full  proportion  of  the  strain  until  the 
cast  iron  has  so  far  deflected  that  its  lower  edge  is  subjected 
to  a  severe  tensile  strain,  which  cast  iron  is  feeble  to  resist.  If 
the  tie  rod  is  made  too  short,  the  casting  is  cambered  up  and  a 
severe  initial  strain  put  upon  both  the  cast  and  wrought  iron, 
which  enfeebles  both  in  carrying  a  load.  The  proper  propor 
tion  of  cast  iron  arch  to  wrought  iron  tie ;  the  proper  welding 
and  shrinkage  of  the  bar  are  all  important  elements.  The 
girders  should  have  a  rise  of  about  two  feet  six  inches  on 
a  length  of  twenty-five  feet.  One  square  inch  of  cross-section 
of  rod  should  be  allowed  for  every  ten  net  tons  of  load  imposed 
upon  the  span  of  the  arch. 

In  the  following  tables  the  thickness  for  the  castings  are 
set  forth,  the  proper  diameter  of  tie  rods  to  be  used,  and 
other  necessary  details.  The  weight  of  brick  work  is  calcu- 
lated as  a  solid  wall  equally  distributed,  exclusive  of  floors  or 
any  other  weight.  If  window  openings  occur,  deduct  only 
half  weight ;  that  is,  take  out  of  the  weight  of  wall  only  half 
the  actual  space  which  the  windows  will  occupy.  Should  the 
weight  of  wall,  by  piers  or  otherwise,  be  placed  at  or  near  the 
centre  of  the  girder,  double  the  weight  calculated  to  be  borne  ; 
in  other  words,  use  a  girder  of  greater  sustaining  capacity. 

A  cubic  foot  of  brick  work  weighs  112  pounds ;  a  foot  of 
wall  sixteen  inches  thick  will  weigh  150  pounds. 


ARCHITECTURAL   IRON   WORK. 


39 


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ARCHITECTURAL   IRON   WORK. 


ARCH   GIRDER EXAMPLE    OF    COST. 

Suitable    to    sustain  four  stories   of  12  inch  brick   wall. 
Length,  25  feet. 


Average  cost  of  pattern,  flasks,  etc $2  50 

Moulding.— 2  moulders,  1  day  each $3  00— $6  00 

2  helpers,  1  day  each 1  50—  3  00 

9  00 

Cores 1  00 

Facing 1  00 

Chaplets,  etc 40 

Cleaning 50 

Chipping 2  00 

Labor,  bringing  in  flasks,  taking  out  casting,  etc 1  00 

Sundries 1  00 

Painting 1  25 

Cartage 3  00 

Losage,  1  girder  in  10 1  84 

Weight,  2,700  Ibs.  ate.  3.27 88  29 

Wrought-iron  tension  rod,  2f  inches  diameter,  including  forging,  fit- 
ting, etc.,  520  Ibs.  at  7c 36  40 

Cost $149  18 

Add  20  per  cent,  profit  for  selling  price. 


LINTEL   AND   CORNICE   COURSE — EXAMPLE   OF   COST. 


such  as  are  generally  used  above  first  story  columns. 

Lintel— Weight,  say  100  Ibs.  to  foot,  at  c.  3.27 $3  27 

Moulding,  etc 2  00 


$5  27 


44?  ARCHITECTURAL   IRON  WORK. 

Amount  brought  forward $5  27 

Cornice— Weight,  45  Ibs.  to  foot,  at  c.  3.27 $1  47 

Moulding,  etc 60 

Fitting  up  at  shop 2  00 

Putting  up  at  building 50 

Screws,  bolts,  files,  etc 30 

4  87 

40 


Painting 
Cartage  . 
Sundries. 


20 
25 


Cost  per  foot $10  99 

Add  20  per  cent,  profit  for  selling  price. 


WINDOW  LINTEL — EXAMPLE   OF   COST. 


of  pattern $0  15 


Moulding 

Facing 

Cleaning 

Chipping, 

Labor, 

Painting 

Cartage, 

Sundries 

Losage,  1  lintel  in  10 

Weight,  90  Ibs.  at  c.  3.27 


Cost. 


Add  25  per  cent,  profit  for  selling  price. 


WINDOW    SILL EXAMPLE    OF   COST. 


Average  cost  of  pattern $0  15 

Moulding 85 

Facing 06 


ARCHITECTURAL   IKON   WORK.  45 

Amount  brought  forward $1  06 

Cleaning 12 

Chipping 15 

Labor 05 

Painting 25 

Cartage 15 

Sundries 10 

Losage,  1  sill  in  10 12 

Weight,  60  Ibs.  at  c.  3.27 1  96 

Cost $3  96 

Add  25  per  cent,  profit  for  selling  price. 


WROUGHT-IRON    PLATE   GIRDER — EXAMPLE   OF   COST. 


Web,  20'x-iV. 
Top  plate,  10"  x  £". 
Bottom  plate,  8"xf. 
Top  angles,  4"  x  4*  x 
Bottom  angles,  3£"  x 


Length,  30  feet. 

Weight,  say  2,600  Ibs.  ;  average  3£c $91  00 

Making— four  hours  forge  and  three  helpers,  $1.30 $5  20 

ten  hours  forge  and  three  helpers,  71c 710 

twenty  hours  finisher  and  four  helpers,  $1 .40 28  00 

five  hours  finisher  and  three  helpers,  punching,  $1.15    5  75 

five  hours  finisher  and  one  helper,  65c 3  25 

49  30 

Use  of  punch,  shears,  etc 10  00 

Rivets,  120  at  7c 8  40 

Painting 2  00 

Cartage  and  handling ^ 4  00 

Cost $16470 

Add  25  per  cent,  profit  for  selling  price. 


46 


ARCHITECTURAL   IKON   WORK. 


RAILING EXAMPLE    OF    COST. 

Cost  of  one  panel  of  railing,  six  feet  in  length, 


Forging $1  00 

Finishing  in  shop 1  50 

Lead— 2i  Ibs.  at  8c 20 

Files,  chisels,  etc 20 

Painting 25 

Labor,  cartage,  etc 25 

Putting  up  at  building 1  50 

Sundries 50 

Weight :  Wrought  Iron — 

Bottom  raH,  1£  x  £,  6  feet.  <\ 

Top  rail,  1±  x  f ,  6  feet. . . .   ( 

Brace,  ix£,  3  feet V  35  Ibs.  at  c.  3.22 103 

Post,  4  x  |,  3  feet j 

$65  per  ton — [see  table]. 

Cast  iron—Hand  rail 20  Ibs. 

Railing  castings.  .60  Ibs. 

80  Ibs.  at  c.  3.27 2  61 

Pig  iron — $30  per  ton  [see  table]. 

Moulding  and  other  costs  in  foundry 1  60 

4  21 

Cost  of  6  feet $10  64 

Add  25  per  cent,  profit  for  selling  price. 


AECHITECTUEAL   IKON   WORK. 


4:7 


NEWAL   POST EXAMPLE   OF   COST. 


Weight,  115 Ibs.  ate.  3.27 $3  76 

Moulding,  and  other  costs  in  foundry,  etc 2  30 

Finishing 3  50 

Screws,  files,  etc 60 

40 


Painting. 
Labor  . . , 
Cartage. , 


20 
30 


Cost $11  06 

Add  25  per  cent,  profit  for  selling  price. 


OAT   MANGEK EXAMPLE    OF   COST. 

Size  inside,  22£  inches  by  14f  inches  by  9£  inches  deep. 


Weight,  60  Ibs.  at  c.  3.27 $1  96 

Moulding 10 

Facing,  moulding  sand,  handling,  etc 60 


48  ARCHITECTURAL   IRON   WORK. 

Amount  brought  forward $2  66 

Cleaning,  chipping,  files,  etc 12 

Cartage 08 

Losage 10 


Cost. 


$2  96 


Add  33£  per  cent,  profit  for  selling  price. 


IKON    SHUTTERS EXAMPLE   OF    COST. 


Made  in  two  folds,  and  hung  to  eyes  built  in  the  wall. 


Size,  4  feet  wide  by  6  feet  high. 

Frames,  1£"  x  £",  covered  with  No.  16  sheet  iron. 

Weight.  Lbg. 

4  uprights,  6'  each  =  24  feet  of  H  x  | 60 

4  crosses,    4'      "        16  feet  of  HX! 40 

2hinges,     4'      "          8feetofl|x-£ 20 

1  striking  bar,  5'  of  2  x  | 16 

Latches,  rings,  etc 3 

Rivets 5 

V 10  per  cent 15 

159 


ARCHITECTURAL    IRON    WORK.  49 

Bar  iron  ($65  per  ton)  159  Ibs.  at  c.  3.22 $5  13 

Sheet  iron,  No.  16,  4'  3"  x  6'  2",  including  laps 69 

Wastage,  10  per  cent. 7 

76at5|c..  4  18 

Blacksmith  and  one  helper  will  forge  three  pair  a  day,  $7.11,  is 2  37 

Finisher  and  one  helper,  with  shop  expenses  on  same,  making,  say . .  3  00 

Hanging  :  finisher  and  one  helper  will  hang  six  pair  a  day,  say 1  00 

Cartage  (eight  pair  to  a  load)  and  handling,  say 50 

Painting 60 

Sundries 50 

Cost $17  27 

Cost  per  square  foot,  superficial,  72a 
Add  25  per  cent,  profit  for  selling  price. 


ROOF   CRESTING EXAMPLE   OF   COST. 


Average  weight  per  foot,  including  two  finials  to  each  25  feet,  10  Ibs. 

ate.  3.27 $0  33 

Moulding  and  other  cost  in  foundry '. , 

Cleaning,  chipping,  etc 

Fitting  up  in  shop 

Screws,  files,  etc 

Painting,  cartage,  sundries,  etc 

Putting  up  at  building 


Cost  per  foot 

Add  33^  per  cent,  profit  for  selling  price. 

4: 


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50  ARCHITECTURAL   IRON   WORK. 

GKATINGS. 

Example  of  cost  of  wrought  iron  gratings  2'  8"  to  4'  0'   out, 
2  inches  centres. 

Filling  in  bars,  1£  x  •}       ^ 

Front  frame  bars,  2  x  •£   >•  Not  including  platforms  or  doors. 

Back  frame  bars,  8  x  £     ) 
On  twenty-five  feet  run. 

Finisher  and  helper,  with  punching  machine,  1-^j  days  at  $8 $10  40 

"                "                       "              "           H  days  at  $6 900 

Forge,  straightening  bars  and  cutting  off  same,  11  hours  at  71  c 7  81 

Painting,  6  hours,  and  paint                                                        5Cc 3  00 

Handling 2  00 

Cartage,  25  feet 2  00 

Drilling,  etc.,  for  thimbles 4  00 

Putting  down  at  building:  Finisher  and  helper,  2|  days  at  $6.50 16  25 

Cost  of  workmanship  on  25  feet $54  46 

Or,  $2.14  per  lineal  foot. 

Cost  of  iron,  say,  $65  per  ton  (as  per  table),  is 3.22c.  per  Ib. 

Wastage,  10  per  cent 32c. 

3^c.  per  Ib. 

A  grating  of  1|  x  -J  bars  2  inch  centres,  4'  0"  out,  weights  71-,%  Ib.  to 

footat3ic $2  50 

Cost  of  workmanship  per  foot 2  14 

Cost $4  64 

Or,  6|c.  per  Ib. 

Add  additional  for  cast  iron  platforms.     Add  additional  for  grating  to  raise 
up,  or  doors. 


ARCHITECTURAL   IKON   WORK. 


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ARCHITECTURAL  IRON  WORK. 


TABLE  OF  WEIGHTS,  PEE  LINEAL  FOOT,  OF  WEOUGHT  IEON  GEATINGS. 

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2  J  x  £  front  bar,  ,  % 
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ARCHITECTURAL   IRON   WORK.  57 

The  foregoing  illustrations  could  be  carried  to  the  full  ex- 
tent of  showing  the  cost  of  every  article  that  pertains  to  the 
business.  A  sufficient  number  has  been  given  to  enable  any 
foundry  man  to  adapt  these  principles  to  his  own  particular 
class  of  work,  based  on  the  business  expenses  under  which  he 
rests. 

The  prices  of  architectural  castings  do  not  materially  fluctu- 
ate with  the  price  of  pig  iron.  The  cost  of  the  iron  which 
enters  into  many  of  the  finished  articles  is  not  twenty-five  per 
cent.  The  principal  item  is  labor.  The  cost  of  the  labor  em- 
ployed is  probably  thirty  to  fifty  per  cent,  greater  than  in  1860 
-'61.  This  is  due  not  only  to  the  increase  in  wages,  but  to  the 
greater  care  with  which  work  is  done.  The  number  of  parts 
and  the  difficulty  of  casting  them  are  increasing  every  year,  and 
more  skilled  labor  is  required,  in  proportion  to  the  amount  of 
iron  cast,  in  the  work  of  fitting  up.  Of  still  greater  impor- 
tance, as  affecting  the  cost  of  castings,  is  the  large  amount  of 
capital  locked  up  in  patterns,  flasks,  machinery,  buildings,  etc., 
the  value  of  which  shrinks  every  year.  Large  capital  has  to  be 
employed,  and  the  proprietors  have  to  work  harder  than  almost 
any  other  class  of  manufacturers.  In  fact  they  do  double 
work  as  manufacturers  and  as  contractors.  Patterns  are  in- 
creasing in  variety  and  extent,  demanding  a  continual  outlay 
of  money.  There  is  a  growing  discrimination  between  the 
true  and  the  false  in  this  branch  of  productive  industry.  A 
higher  order  of  taste  is  being  developed,  and  the  tendency 
is  toward  more  perfectly  finished  and  more  artistically  orna- 
mented work.  This  is  an  encouraging  fact  for  the  future  of 
the  business,  and  though  it  involves  increased  expenditure,  it 
is  one  which  manufacturers  must  recognize.  The  enterprising 
manufacturer  who  will  meet  the  popular  demand  and  give 
artistic  excellence,  even  to  the  smallest  detail,  will  not  lack  for 
patronage. 

The  cost  of  most,  if  not  all,  of  the  articles  given  in  illustra- 


58  ARCHITECTURAL   IRON   WOEK. 

tion  may  appear  excessive.  It  must  be  remembered,  however, 
that  there  are  but  few  of  a  kind  to  be  made  at  a  time,  and  at 
considerable  intervals  of  time  apart.  To  get  out  the  patterns 
and  flasks  and  shifting  of  various  articles,  all  takes  time,  which 
must  be  considered.  The  moulding,  time  and  expenses  con- 
nected therewith,  and  risk  of  losing  the  casting,  is  greater  when 
making  up  a  small  number  than  they  are  in  making  up  a  large 
number.  So  in  the  delivery  by  cartage :  a  small  number  of 
castings  and  light  weight  have  frequently  to  be  taken  for  a 
load.  No  one  need  be  told  that  the  cost  is  much  more,  propor- 
tionately, in  making  two  or  three  castings  of  a  kind  than  it  is 
in  making  two  or  three  hundred.  It  would  be  a  waste  of  time 
to  recite  why  the  cost  is  proportionately  less  on  a  greater  than 
on  a  lesser  number  ;  it  is  self-evident  to  every  foundryman. 

This  printed  information  and  guide  is  entirely  in  the  interest 
of  the  producer.  It  is  to  enable  him  to  fully  cover  the  cost  of 
every  article,  and  not  to  make  a  profit  on  one  article  and  a  loss 
on  another.  Everything  should  be  taken  out  of  the  realm  of 
guess-work  and  brought  down  to  hard  facts.  If  errors  are  to 
be  made  at  all,  they  need  to  be  made  on  the  winning  side. 
The  costs  had  better  be  calculated  excessively  than  not  enough. 
It  is  quite  probable  that  after  a  foundryman  arranges  a  com- 
plete line  of  costs  of  the  various  articles  he  manufactures,  on 
the  system  here  laid  out,  that  the  result  will  be  a  curtailment 
of  his  business  by  reason  of  being  unable  to  compete  in  prices 
with  his  neighbors.  Such  a  man  need  have  no  regrets.  Let 
him  confine  himself  to  such  articles  as  do  pay,  or  raise  the 
standard  of  his  work  so  as  to  command  a  superior  price  in 
market.  How  many  men  at  the  end  of  a  year,  after  doing  a 
large  business,  are  unable  to  account  to  themselves  for  not 
taking  money?  They  cannot  discover  where  any  material 
savings  could  have  been  made  or  greater  economy  practiced, 
and  yet  there  is  nothing  to  show  for  a  whole  year's  hard  labor 
and  anxiety.  The  fault  lay  in  the  fact  that  a  considerable 


ARCHITECTURAL   IRON   WORK.  59 

portion  of  their  manufactures  were  made  at  a  loss.  The  thou- 
sand and  one  small  items  had  not  been  considered,  and  a  system 
of  self-deception  had  been  continuously  practiced,  bringing,  in 
the  end,  disappointment  and  discouragement.  The  small  items 
make  up  a  gross  sum  which  is  truly  astonishing.  A  smaller 
business  may  be  done,  but  it  will  be  a  profitable  one,  and  will 
steer  clear  of  bankruptcy.  The  making  up  of  detailed  tables 
of  costs  are  generally  considered  disagreeable  duties,  and  put 
off  as  long  as  possible.  They  are  necessary  to  success,  and  if 
a  manufacturer  studies  his  best  interest,  he  will  not  only  make 
them  complete,  but  often  revise  them. 

In  no  department  should  anything  be  left  to  guess-work. 
In  taking  off  quantities  from  plans,  etc.,  for  the  purpose  of 
making  proposals,  it  should  be  done  in  such  a  detailed  manner 
as  to  be  readily  referred  to  and  compared  with  the  executed 
work. 

In  the  foundry,  a  careful  and  experienced  man  should  act  as 
foreman.  Practical  ability  in  turning  out  good  castings  is  the 
one  great  requisite  in  such  a  man,  and  not  one  full  of  scientific 
theories.  More  money  will  be  made  or  lost  in  the  foundry 
than  in  any  other  department.  The  making  of  unnecessary 
flasks  must  be  guarded  against — those  on  hand  used  as  much 
as  possible ;  the  stock  of  weights,  arbors,  etc.,  kept  as  low  as 
the  limits  of  work  will  allow ;  wages  seen  to  that  nothing 
above  market  rates  is  paid,  and  the  work  properly  sorted — the 
common  castings  to  the  cheap  grade  of  moulders,  the  better 
qualities  to  the  higher  grade  of  moulders.  The  melting  must  be 
looked  after  to  see  that  the  mixtures  of  iron  are  properly  made, 
and  the  cupola  charged  without  waste  of  material.  Economy 
everywhere  must  be  enforced. 

In  the  pattern  shop,  a  foreman  of  experience,  good  judgment 
and  exceedingly  careful  and  correct  must  be  selected.  Mould- 
ing is  rendered  difficult  or  simple  as  the  patterns  are  made. 
The  patterns  for  building  work  are  rarely  intricate,  and  the 


60  AKCHITECTUEAL   IKON   WORK. 

shrinkage  of  iron  and  the  contraction  of  castings  in  cooling  are 
governed  by  very  simple  laws. 

Between  the  draughtsman  in  making  working  drawings  and 
the  foreman  of  pattern-makers  and  the  foreman  of  moulders, 
perfect  accord  should  reign.  It  is  not  always  possible  to 
design  the  casting  with  equal  masses  of  metal  throughout,  and 
then  the  responsibility  will  devolve  upon  the  founder,  who 
must,  by  accelerating  cooling  of  parts  by  early  uncovering,  or 
by  retarded  cooling  of  other  parts,  produce  a  simultaneous  rate 
of  cooling  throughout  the  casting.  Great  care  must  be  exer- 
cised in  making  patterns  to  secure  a  proper  distribution  of 
metal.  This  arises  from  the  fact  that  in  cooling  the  thinnest 
parts  of  the  casting  becomes  quite  cool,  while  the  heavier 
parts  are  yet  red  hot.  The  part  which  has  cooled  first  having 
contracted  and  set,  while  the  other  portion  is  yet  soft,  the 
result  is  that  the  casting  pulls  apart  in  the  mould,  or  is  left 
with  a  strain  and  tension  which,  upon  being  subjected  to  a 
sudden  jar,  or  even  to  the  influences  of  the  weather  in  expand- 
ing or  contracting  the  iron,  will  produce  after  breakage. 

In  the  finishing  department,  the  foreman  must  have  a  thor- 
ough practical  knowledge  of  his  branch  of  work,  and  ability  to 
control  the  men  under  him  and  get  out  of  them  all  the  work 
possible.  And  he  must  not  only  have  the  drive  and  snap  in 
him,  but  the  workmanship  of  his  men  must  be  good,  as  well  as 
expeditiously  done. 

Over  all,  the  care  and  watchfulness  of  the  manager  must  be 
omnipresent.  Waste  must  be  prevented,  each  department 
made  to  work  systematically  and  harmoniously  with  every 
other,  surplus  men  cut  off,  and  the  pay-rolls  kept  within  the 
closest  bounds.  Supplies  must  be  bought  at  the  lowest  ruling 
rates,  and  every  item  in  liberal  quantities.  The  shop  must  be 
kept  well  supplied  with  work.  If  good  results  are  to  be 
obtained  from  journeymen,  they  must  have  confidence  that 
there  is  a  full  quota  of  work  ahead.  Otherwise  they  will 


ARCHITECTURAL  IRON   WORK.  61 

nurse  their  task  in  order  not  to  do  themselves  out  of  a  job. 
The  work  must  be  regular,  and  not  spasmodic.  Men  work 
with  a  will  and  do  their  best  in  busy  times,  and  the  reverse 
of  this  in  dull  times.  The  beginning  and  the  end  of  the 
business  rests  on  the  manager — on  his  industry,  patience,  skill 
and  experience. 

The'  foundry  business  is  peculiar  in  one  respect.  The  man- 
ager has  continually  to  overcome  a  tendency  to  name  lower 
rates  per  pound  in  taking  orders  than  the  facts  of  the  real  cost 
of  production  warrants.  The  business  is  carried  on  for  the 
purpose  of  making  money,  and  that  aim  needs  constantly  to  be 
enforced  by  thorough  and  systematic  arrangement  of  and  ref- 
erence to  table  of  costs. 

The  field  is  broad  enough  without  calling  forth  an  unhealthy 
competition.  Frequent  and  friendly  intercourse  between  those 
engaged  in  the  same  pursuits,  and  comparisons  of  opinions  and 
experiences,  contribute  to  the  common  good.  What  effects  the 
prosperity  of  one  affects  more  or  less  the  prosperity  of  all.  It 
is  certainly  desirable  to  know  positively  what  products  cost, 
and  to  establish  prices  which  allow  fair  profits.  Those  engaged 
in  the  manufacture  of  iron  work  for  buildings  need  to  take  a 
broader  corp prehension  of  their  business.  The  magnificent 
proportions  which  the  manufacture  of  this  class  of  iron  work  is 
to  assume  in  the  future  can  scarcelv  be  realized. 


62  AECHITECTURAI,   IKON   WOKE. 

SPECIFICATION 

OF 

IKON  WORK  AND  MATEEIALS  AND  LABOK 

required  to  build  and  complete  a to  be 

erected  on  lot  No . . . . , Street,  for 

Mr , 

Owner, 

in  accordance  with  this  specification  and  the  accompanying 
plans,  elevation,  section,  and  working  drawings  made  by 


Architect. 

DIMENSIONS. — The  size  of  the  building,  heights  of  stories  and 
other  dimensions  to  be  obtained  from  the  drawings  and 
the  figures  thereon. 

SCRAP. — Take  down  and  clear  away  all  the  old  iron  from  pres- 
ent buildings,  and  allow  the  value  of  same  in  making  the 
estimate. 

FRONT. — The  front  of  the  building,  from  the  foundation  up  to 
the  roof  cornice,  will  be  made  of  cast  iron,  as  shown  on  the 
drawings,  including  all  posts,  antaes,  columns,  piers,  jambs, 
reveals,  arches,  facias,  cornices,  capitals,  bases,  water 
tables,  sills,  panels,  and  other  architectural  features.  The 
posts,  columns,  etc.,  upon  which  dependence  is  placed  for 
stability,  will  average  three-quarters  of  an  inch  in  thick- 
ness. The  remainder  of  the  work  will  be  cast  of  sufficient 
thickness  to  retain  their  shape,  none  being  less  than  a 
quarter  of  an  inch  in  thickness.  And  the  whole  securely 
bolted,  and  properly  put  together  in  their  several  parts. 
The  castings  to  be  smooth,  straight,  sharp  and  clean.  The 
ends  of  all  columns  to  be  turned  off  true  and  even  in  a 
lathe.  Columns  to  have  ears  cast  on  at  top  and  bottom, 


ARCHITECTURAL   IRON    WORK.  63 

and  bolted  together  with  a  plate  one  inch  thick  interven- 
ing. Longitudinal  ties  of  2  x  %  inch  wrought  iron  will 
connect  the  columns  of  each  story,  with  an  eye  formed  on 
each  end  of  the  tie  bar  to  allow  the  passing  through  of 
the  bolts  which  connect  the  columns  together  by  the  ears. 
Bolts  three-quarters  of  an  inch  in  diameter  and  nuts. 

The  basement  posts  will  rest  on  plates  one-and-a-quarter 
inches  thick,  planed  on  top,  and  to  be  four  inches  on  all 
sides  larger  than  the  posts  which  rest  on  them.  The 
plates  on  top  of  basement  posts  will  be  made  with  nosings 
on  the  front,  and  sockets  on  the  sides  to  receive  bars  for 
the  support  of  the  door  sills. 

Cast  or  bolt  on  necessary  brackets,  etc.,  of  suitable  shape 
and  thickness. 

End  columns  to  be  each  secured  with  three  wrougnt 
iron  holdfasts,  and  each  middle  antae  secured  by  heavy 
wrought  iron  anchors  extending  back  about  five  feet,  and 
well  fastened  to  the  floor  timbers. 

The  entire  front  to  be  done  in  the  most  substantial  and 
workmanlike  manner. 

Each  casting  thoroughly  coated  with  paint  on  all  sur- 
faces, including  bolt  holes,  to  be  painted  before  using. 
All  bolts  to  be  dipped  in  paint  before  being  used,  and  all 
screws,  rivets,  etc.,  to  be  treated  in  this  way  as  well ;  care- 
fully scrape  away  all  burs,  etc.,  after  the  drilling  of  holes. 

The  joints  made  flush  and  true,  and  water-tight. 


Notes. — For  a  corner  building :  "  The  antaes  of  upper  story  to  continue  up 
to  the  height  necessary  to  support  roof  timbers. " 

For  a  double  store  :  "A  bracket  cast  or  bolted  on  to  the  back  of  the  centre 
front  antae  on  each  story  to  take  the  end  of  wooden  girders.  And  these 
antaes  to  be  each  one -half  inch  thicker  than  the  others  are  called  for  in  the 
respective  stories." 

For  a  corner  building  where  the  floor  timbers  rest  on  the  return  front :  "  All 
the  front  antaes  on  the  side  street  shall  have  brackets  cast  on  their  sides  to 
receive  seven-inch  wrought  iron  beams  to  support  the  wooden  floor  timbers. 


64  ARCHITECTURAL   IKON   WORK. 

These  beams  shall  be  made  to  fit  snugly  between  the  antaes,  and  be  fastened 
with  angle  pieces  bolted  through  the  web  of  the  beam." 

If  only  the  first  story  is  iron — that  is  a  brick  or  stone  front  used  above — then 
specify:  "Over  the  first  story  columns  a  box  lintel  course  will  be  placed, 
made,  say,  twenty  inches  high  on  face,  say  twenty-two  inches  on  bed,  and 
say,  twelve  inches  on  back,  and  to  average  one-and-a-quarter  inches  thick. 
The  lintels  jointed  over  the  centre  of  columns,  turned  off  on  ends  in  lathe 
true  and  even,  and  bolted  together  through  brackets  cast  in  lintels,  with  two 
three-quarter  inch  bolts  and  nuts  to  each  joint.  Cornice  over  lintel  course  to 
be  thoroughly  put  up,  bolted  and  bracketed  to  lintels." 

ROLLING  SHUTTERS. — The  front  openings  of  first  story  to  be 
fitted  with  revolving  iron  shutters  of  approved  make,  with 
all  shafts,  gearings,  cranks,  chains,  counterweights,  guides, 
grooves  and  all  other  necessary  fixtures  complete,  put  up 
in  the  best  manner,  and  left  in  perfect  working  order. 

The  wooden  doors  beneath  the  rolling  shutters  to  be 
covered  with  sheet  iron  on  the  face  and  edges,  properly 
screwed  on.  In  the  panels  plant  on  cast  iron  mouldings. 

The  entrance  to  loft  will  be  fitted  with  dwarf  doors 
made  in  four  folds,  frames  of  l^xf  wrought  iron,  cov- 
ered with  No.  16  sheet  iron,  panelled  and  moulded  and 
hung  to  the  iron  columns,  and  furnished  with  strong  bolts 
and  a  $15  lock  and  two  keys. 

ILLUMINATED  PLATFORM. — The  steps,  risers,  platforms  and  door 
sills  covering  front  area,  shall  be  of  approved  make  of 
illuminating  tile,  consisting  of  cast  iron  plates  seven- 
eighths  inch  thick  with  knobs  on  top,  and  thirty-three 
double  convex  lenses  set  in  cement  to  each  square  foot  of 
tile.  The  tile  set  in  cast  iron  frames,  and  the  latter  sup- 
ported on  strong  cast  iron  bearers,  beaded  on  the  lower 
edge.  Covering  the  end  walls  will  be  used  an  iron  tile  in 
imitation  of  the  glass.  The  ends  of  the  walls  are  to  be 
covered  with  iron  plates  extending  down  below  the  walk. 
The  exterior  surface  of  frames  to  be  grooved,  and  edges 
to  be  trimmed  with  nosings.  The  platform  and  steps  to 
have  proper  pitch  to  the  street  of  about  three-quarters  of 


ARCHITECTURAL    IRON    WORK.  65 

an  inch  to  the  foot.  That  part  of  the  frame  which  receives 
the  wrought  iron  doors  over  elevator  will  be  set  on  a  greater 
incline,  as  shown  on  the  drawings.  Let  into  granite  a  cast 
iron  shoe,  from  which  the  first  riser  will  start.  The  door 
sills  will  each  be  supported  on  two  3  x  f  wrought  iron 
bars,  the  whole  made  complete  and  put  down  perfectly 
water-tight,  and  kept  so  for  one  year  from  completion  of 
the  building. 

The  elevator  doors  to  be  hung  and  secured  to  the  cast 
iron  frame, -to  be  made  in  two  folds,  with  frames  of  2  x£ 
inch  wrought  iron  and  covered  with  No.  12  sheet  iron. 
Have  proper  padlock  fastenings  to  secure  the  doors  when 
shut,  and  have  guard  bar  of  seven-eighth  inch  round  iron 
for  protection  when  doors  are  open.  Eyes  to  receive  this 
guard  bar  to  be  riveted  on  at  both  front  and  back  of  doors. 

Note.—  Sometimes  the  door  sills  are  checquered  plates.  Sometimes  the 
risers  are  plain  iron.  Sometimes  the  first  riser  only  is  plain,  the  others  illumi- 
nated. Sometimes  checquered  plates  are  introduced  in  front  of  the  basement 
columns,  in  order  to  reduce  the  amount  of  illuminated  work,  and  so  cheapen 
the  cost.  Sometimes  a  cheaper  platform  is  required.  Then  specify  :  k '  Cast 
iron  tile  glazed  with  5±  x  5£  x  f  glass,  set  in  with  putty  cement,  and  made 
water-tight." 

VAULT  GIRDER  AND  COLUMN. — Furnish  and  set  in  vault,  for 
support  of  granite  sidewalk,  a  cast  iron  girder  averaging 
one-and-a-quarter  inches  thick,  made  fifteen  inches  high 
on  the  back  flange,  six  inches  on  the  front  flange,  and 
eight  inches  on  the  bed ;  the  column  underneath  the 
girder  to  be  seven  inches  diameter  and  one  inch  thick, 
and  to  have  bottom  plate  12  x  12  x  li  thick,  with  ring  cast 
on  to  receive  and  hold  column ;  the  top  plate  to  be  cast  on 
the  column,  the  plate  to  have  a  moulded  turn-up  piece  on 
top  to  prevent  the  column  from  being  shifted  away  from 
the  girder. 

Note.— IS.  brick  arches  and  stone  flags  are  used  instead  of  granite,  then 
there  requires  to  be  specified  :  "  Vault  Beams— to  be  in  number  as  shown  on 
4 


66  ARCHITECTURAL    IKON   WORK. 

plai),  of  cast  iron  ten  inches  on  the  bed,  with  centre  flange  ten  inches  high  in 
middle  and  four  inches  on  ends.  Thickness  to  average  one  inch.  Beams  to 
be  made  to  hook  over  and  lay  into  girder  so  that  the  bed  of  the  beams  will  be 
on  the  same  level  as  the  bed  of  the  girder."  Wrought  iron  beams  extending 
from  the  front  basement  columns  to  the  street  walls,  with  headers  at  the  area 
line,  are  often  used. 


INTERIOR  COLUMNS. — Inside  columns  supporting  wood  girders 
will  be  as  follows  :  Basement  and  first  story,  twelve  inches 
diameter,  one-and-a-quarter  inches  thick.  Second  story, 
ten  inches  diameter,  one-and-a-quarter  inches  thick.  All 
the  foregoing  to  be  deep  fluted,  and  have  full  Corinthian 
capitals  and  Attic  bases,  with  round  shell  plinths  four 
inches  high.  Columns  in  third  story,  nine  inches  diame- 
ter, one-and-a-quarter  inches  thick.  In  fourth  story,  eight 
inches  diameter  and  one  inch  thick.  In  fifth  story,  seven 
inches  diameter  and  one  inch  thick.  And  these  all  to 
have  plain  shafts,  loose  Tuscan  capitals  with  egg  and  dart 
bed  moulding,  and  moulded  bases. 

The  columns  are  all  to  be  turned  off  true  and  even  on 
ends.  Those  for  upper  stories  are  to  be  made  with  dowel 
ends  to  pass  through  girders.  And  all  to  have  top  plates 
eighteen  inches  long  by  the  width  of  girders,  and  to  be 
one-and-a-half  inches  thick. 

Under  the  basement  columns  place  cast  iron  bed  plates 
18  x  18  x  1J  inches  planed  on  top,  and  bedded  level  under- 
neath with  a  small  quantity  of  cement. 

The  interior  columns  will  be  delivered  at  the  building 
to  the  f  ramer,  who  will  set  them  up  in  place. 

Note. — The  following  applies  to  a  double  store  : 

AECH  GIRDER. — Furnish  and  put  up  for  the  support  of  the 
rear  wall  two  cast  iron  arch  girders  with  tension  rods. 
The  top  flange  of  girder  to  be  sixteen  inches  wide  and  one- 
and-a-quarter  inches  thick.  Centre  web  twelve  inches  high 


ARCHITECTURAL    IRON    WORK.  67 

and  one  inch  thick.  To  have  twenty  inch  bearing^  at 
each  end  and  skewbacks  thereat.  Rise  of  girder  at  centre 
to  be  two  feet  six  inches.  Tension  rod  three  inches  dia- 
meter of  best  refined  wrought  iron,  with  square  heads  at 
ends,  adjusted  to  the  girder  in  the  best  manner,  and 
shrunk  in  while  hot.  These  girders  to  be  well  bolted 
together  in  the  centre,  where  they  meet  with  four  one-inch 
bolts.  Also  to  be  properly  bolted  to  the  fire-proof  column 
on  which  they  rest. 

Note. — Sometimes  two  rods  are  used  instead  of  one.  Then  they  are  smaller 
size  rods,  the  two  making  in  section  about  fifty  per  cent,  more  than  the  single 
rod.  Sometimes  square  rods  are  used  instead  of  round. 


FIRE-PROOF  COLUMN. — For  the  support  of  the  arch  girders, 
provide  and  set  up  in  place  a  double  fire-proof  column 
made  as  follows  :  Outside  column,  sixteen  inches  diameter, 
and  average  three-quarters  inch  thick,  and  to  correspond 
in  style  with  the  other  first  story  columns.  Inside  col- 
umn, twelve  inches  diameter  and  one-and-a-quarter  inches 
thick,  plain  shaft,  with  top  plate  two-and-a-half  inches 
cast  on.  Bottom  plate,  24x24x1^.  On  the  inside  col- 
umn cast  on  bracket  to  receive  wooden  girder.  The  space 
between  the  outer  and  inner  column  to  be  filled  in  with 
plaster. 


Note. — Sometimes  a  fire-proof  column  is  used  in  the  basement  underneath 
the  first  slory  column,  instead  of  a  brick  pier.  If  so,  specify  this  kind  of  a 
column  to  be  used  both  in  the  basement  and  first  story,  and  to  be  strongly 
bolted  together. 


SKY-LIGHT. — Curved  sky-light  over  first  story  extension  to  be 
of  illuminated  tile  supported  on  handsome  moulded  cast 
iron  ribs.  To  have  cast  iron  moulded  gutter  on  top  of 
extension  wall  with  flanges  to  fit  over  the  thickness  of 


63  ARCHITECTURAL    IRON   WORK. 

wall.  The  bottom  of  gutter  to  have  a  fall  to  one  end,  and 
to  have  proper  outlet  to  receive  leader. 

The  leader  pipe  to  be  of  cast  iron  four  inches  diameter, 
running  down  on  the  outside  of  wall,  and  connecting  with 

O  7  ~ 

the  drain  pipe  in  cellar.  The  joints  of  leader  properly 
leaded  and  caulked  and  made  tight.  Put  a  cast  iron 
strainer  over  leader  in  gutter. 

The  end  brick  walls  coped  with  cast  iron  and  turned 
down  over  outer  side  four  inches. 

Cover  the  outer  face  of  arch  girders  and  the  brick-work 
of  the  rear  wall  above  up  to  the  under  side  of  the  second 
story  window  sills  with  No.  14  sheet  iron,  riveted  to  two- 
inch  angle  iron  at  top,  the  angle  iron  to  be  furnished  to 
the  mason  and  to  be  built  in  the  brick  wall  by  him. 

Note. — Sometimes  the  gutter  pitches  both  ways — from  the  centre  to  each 
end. 

1 

If  a  pitch  sky-light  is  wanted,  then  specify  as  follows : 
Over  the  rear  extension  of  first  story  provide  a  pitched 
sky-light  formed  of  wrought  iron  sash  bars  ^  x  2  inches, 
placed  eight  inches  apart,  with  one-and-a-quarter  inch 
oval  rebate  bar  riveted  on  underneath.  Front  frame 
bar,  2^  x-J ;  back  frame  bar,  3  xi  ;  sky-light  glazed  with 
rough  plate  glass  three-eighth  inch  thick,  in  sheets  as  long 
as  the  sash  bars. 


Note. — Gutter,  leader-pipe,  coping,  etc.,  as  before  specified.     'Sometimes 
the  glass  is  put  in  carpenter's  specification. 


FLOOR-LIGHTS. — Make  and  put  down  in  first  story  floor-lights 
of  wrought  iron,  as  per  plan.  Main  bars  to  be  f  x  3,  with 
£  x  1  rebates  riveted  on  ;  cross  bars,  1  x  1,  to  run  through 
main  bars ;  to  have  a  cast  iron  border  of  neat  pattern, 
four  inches  wide  on  top,  and  made  with  sockets  on  the 


ARCHITECTURAL    IRON    \VORK.  09 

sides  to  receive  ends  of  bars,  and  to  be  well  fitted  around 
to  the  floor,  and  securely  screwed  down.  Glaze  with 
rough  plate  glass,  one  inch  thick,  well  bedded  in  putty. 

Note. — Sometimes  where  a  floor-light  is  very  large,  nine  inch  (or  other  size) 
wrought  iron  beams  are  used  to  secure  rigidity.  The  glass  used  for  floor- 
lights  is  generally  one  inch  thick,  generally  twelve  inches  wide,  and  from 
thirty  to  thirty-six  inches  long.  Even  size  glass  should  always  be  used,  that 
is,  ten,  twelve,  fourteen  inches  and  the  like  wide — not  ten-and-a-half,  eleven, 
etc. 

REAR  OUTSIDE  SHUTTERS. — Supply  to  all  the  rear  openings  out- 
side shutters,  in  two  folds  to  each  window,  three  panels  for 
those  seven'  feet  or  over  in  height,  and  two  panels  for 
those  under  seven  feet ;  made  with  frames  of  £  x  1£,  and 
covered  with  No.  16  sheet  iron,  riveted  to  frames  with 
rivets  placed  about  four  inches  apart,  the  sheet  iron  to  lap 
full  one  inch  on  the  brick-work ;  to  have  strong  wrought 
iron  strap  hinges  extending  the  full  width  of  shutter,  and 
to  be  well  riveted  to  and  through  the  frames ;  shutting 
bars  of  •£  x  If,  built  in  brick-work ;  all  the  shutters  to  be 
furnished  complete  with  all  required  rings,  latches,  staples, 
turn  buckles,  etc. ;  the  shutters  of  basement,  first  and  sec- 
ond stories  to  have  three-quarter  inch  square  bolts  at  top 
and  bottom,  in  addition  to  the  other  fastenings ;  the  top 
bolts  to  be  long  enough  for  convenient  reach  from  the 
floor  below ;  the  bottom  bolts  to  shoot  over  wrought  iron 
stubs,  which  must  be  leaded  in  the  stone  window  sills ;  all 
the  shutters  to  be  left  in  easy  working  order. 

Note. — Double  shutters  are  frequently  used;  shutters  having  a  double  cov- 
ering of  sheet  iron,  with  an  air  space  between. 

SHUTTER  EYES. — Furnish  to  the  mason  to  build  in  the  wall  cast 
iron  brick-eyes  for  all  the  rear  window  openings  ;  three  to 
each  jamb  for  openings  of  seven  feet  or  over,  and  two  for 
each  jamb  of  openings  less  than  seven  feet  in  height. 


70  ARCHITECTURAL    IRON   WORK. 

WINDOW  GUARDS. — Front  windows  at  hoistway  in  the  several 
stones  will  have  guards  extending  from  sill  to  soffit  of 
windows,  made  of  three-quarter  inch  round  bars  placed 
five  inches  from  centres,  with  top  and  bottom  rail  and  two 
centre  cross  bars  of  \  x  2  inch. 


Note. — For  windows  on  side  street  or  for  rear  windows  in  basement  or  first 
story,  then  specify  :  Have  guards  of  seven-eighths  round  wrought  iron  bars, 
sharp  pointed  at  head,  or  with  ornamental  cast  iron  heads,  extending  up  to 
within  four  inches  of  soffit  of  window,  placed  five  inches  from  centres,  and 
passed  through  two  -£  x  2  inch  cross  bars  leaded  in  brick  work.  The  bottom 
ends  of  round  bars  leaded  in  the  stone  window  sill.  Sometimes  one  window 
guard  is  arranged  to  open  on  hinges  and  secured  with  strong  hasp,  staple  and 
brass  padlock. 


ANCHORS. — Provide  a  sufficiency  of  strong  wrought  iron  an- 
chors, ties,  clamps,  etc.,  of  every  description  that  may  be 
required  to  completely  finish  the  building,  including  an- 
chors to  secure  the  cast  iron  front.  Beam  anchors  placed 
not  over  seven  feet  apart,  made  of  f  x  If  iron,  with  one 
inch  round  spear  bar  twelve  inches  long ;  the  end  which  is 
fastened  to  the  beam  to  be  hook-shaped,  laying  over  a 
wrought  iron  spike  driven  in  side  of  beam. 


Note. — If  specifying  for  a  double  store,  then  there  is  required  :  Girder  straps 
made  of  ix2J  iron,  twenty-four  inches  long,  with  wrought  iron  spikes,  two 
straps  to  each  joint  of  girder. 

Sometimes  star  anchors  are  used  on  the  ends  of  girders,  storehouses  and 
heavy  warehouse  buildings  requiring  them.  The  star  is  made  of  cast  iron 
from  eight  inch  up  to  fourteen  inch  diameter.  The  shank  of  -J  x  1$  wrought 
iron  with  bolt  end  and  nut,  and  punched  for  spikes. 


BRIDLE  IRONS  (or  Stirrup  Irons,  sometimes  called). — Furnish  to 
the  carpenter  as  required :  Bridle  irons  for  all  headers 
and  trimmers  of  stairways,  hoistways,  floor-lights,  fire- 
places and  flues,  made  of  i  x  3  best  refined  wrought  iron, 
free  from  flaws  and  other  defects,  and  furnish  wrought 
iron  spikes,  of  suitable  size,  to  secure  them  to  the  timbers. 


ARCHITECTURAL   IRON   WORK.  71 

BOOK  VAULT  DOORS. — Outside  hanging  frames  2  x  -f ,  inside 
2  x  £,  properly  doweled  together  through  the  brick  wall. 
The  frame  of  outside  door  made  of  2  x  \  in  one  fold  and 
covered  with  one-eighth  inch  boiler  plate.  Frame  of 
inside  door  1-J-  x  £,  made  in  two  folds  and  covered  witli 
JSTo.  14  sheet  iron  and  secured  with  swivel  bar ;  the  out- 
side door  to  be  panelled  and  moulded,  and  furnished  witli 
a  $15  lock ;  the  vestibule  lined  at  top,  bottom  and  sides 
with  No.  16  sheet  iron. 

GIRDERS  AND  FLOOR  BEAMS. — The  girders  throughout  will  be 
formed  of  rolled  wrought  iron  beams,  bolted  together  with 
one-inch  diameter  bolts  and  nuts  passing  through  cast  iron 
thimble-pieces,  of  such  shape  as  to  hold  the  beams  evenly 
and  closely  together.  These  blocking  pieces  placed  at 
each  end  of  girders,  and  intermediately,  not  exceeding 
three  feet  apart. 

The  girder  beams  under  basement  and  first  story  will  be 
twelve  inch  heavy,  weighing  each  180  Ibs.  to  yard.  Those 
under  second  and  third  story  floors  will  be  twelve  inch 
light,  weighing  each  125  Ibs.  to  yard.  Those  under  the 
fourth  and  fifth  story  floors  and  roof  tie  will  be  light  ten- 
and-a-half  inch,  weighing  each  105  Ibs.  to  the  yard. 

All  these  girders  are  to  be  bolted  and  fastened  to  the 
columns  in  the  strongest  and  most  approved  manner. 

The  floor  beams  throughout  will  be  of  rolled  wrought 
iron,  and  placed  the  distances  apart  as  shown  on  framing 
plans. 

Those  for  basement  and  first  story  floors  will  be  twelve 
inch  light)  weighing  125  Ibs.  to  yard.  Those  for  second 
and  third  story  floors  will  be  nine  inch  heavy,  weighing 
ninety  Ibs.  to  yard.  And  the  tiers  above,  including  the 
roof,  will  be  nine  inch  light,  weighing  seventy  Ibs.  to  yard. 

Each  bay  of  beams  will  have  one  row  of  seven-eighths 
inch  diameter  bolts  and  nuts,  forming  tie  rods. 


72  ARCHITECTURAL    IRON    WORK. 

All  framing  beams,  headers  and  trimmers,  will  be 
double,  bolted  together,  and  the  headers  and  trimmers 
framed  together  and  connected  with  4x4  angle  irons  and 
seven-eighths  inch  bolts  and  nuts. 

On  each  tier  the  beam  against  front  and  rear  walls  will 
be  of  channel  iron,  corresponding  in  height  and  thickness 
with  the  respective  floor  beams. 

Note. — Sometimes  a  "plate"  girder  is  used  made  with  centre  web,  say 
14  x  -fa  ;  top  plate,  10  x  \  ;  bottom  plate,  say  8  x  £  ;  angle  iron,  3£  x  3£  x  £, 
with  cast  iron  shoes  bolted  on  side  to  receive  the  floor  beams. 

GALVANIZED  CORNICE. — The  main  cornice,  balustrade,  dormer 
windows,  angle  ribs,  etc.,  of  roof  and  pavilions,  to  be  of 
No.  24  galvanized  iron,  with  zinc  ornaments.  The  joints 
in  the  galvanized  iron  riveted  together  as  well  as  soldered. 
The  cornice  to  be  straight  and  true  and  perfectly  tight, 
and  well  and  securely  sustained  and  retained  by  strong 
wrought  iron  straps. 

CRESTING. — Put  up  a  cast  iron  crest  railing  of  approved  pat- 
tern, with  end  finials,  screwed  down  to  roofing  plank  with 
screws  bedded  in  white  lead,  and  the  cresting  strongly 
braced  and  made  secure. 

GRATINGS. — The  basement  areas  are  to  be  enclosed  with  wrought 
iron  bar  gratings,  made  of  \  x  2  frame  bars  and  i  X  If  inch 
filling  in  bars,  placed  one-and-three-quarter  inch  from 
centres.  Said  gratings  to  be  stiffened  with  rods  and  thim- 
bles, and  to  be  well  secured  to  the  stone  coping  and  to 
the  brick  piers. 

In  front  of  the  doorways  have  perforated  cast  iron  walk- 
ing plates. 

Note. — Sometimes  "knee"  gratings  are  required — that  is,  forming  steps 
and  risers. 

Sometimes  area  light  holes  have  to  be  covered  with  gratings  ;  these  (or  one 
of  them)  are  usually  made  to  open  on  hinges,  and  secured  with  chain,  staple 
and  padlock. 


ARCHITECTURAL    IRON   WORK.  73 

ELEVATOR. — Put  up  in  area,  from  sidewalk  to  lower  story  floor, 
a  platform  elevator,  with  iron  frame  hoisting  apparatus, 
guides,  chains,  cross-heads,  heavy  wooden  platform,  strongly 
braced,  all  made  complete  and  done  in  a  substantial  man- 
ner. 

SCREEN  WORK. — At  the  foot  of  stairs  in  first  story  cover  the 
entire  sash  partition,  from  floor  to  ceiling,  with  wrought 
iron  lattice  work  of  a  neat  selected  pattern,  made  of  -J-"  x  f" 
scroll  iron,  well  riveted,  with  frames  of  1"  x  1"  properly 
secured  to  the  woodwork.  Put  door  in  same,  with  brass 
padlock  and  fastenings. 

Cover  glass  in  partitions  around  hatchway  in  basement 
and  first,  second,  third  and  fourth  stories. 

Lattice  guards  under  each  store  window  of  the  front, 
securely  fastened  in. 

SADDLES. — Make  and  screw  down  cast  iron  door  saddles  to  all 
first  story  doors,  from  patterns  to  be  furnished  by  the  car- 
penter, perforated  for  bolts  of  doors  to  shoot  in. 

PLATES  FOR  WOODEN  COLUMNS. — Furnish  top  and  bottom  plates 
for  all  the  wooden  columns,  of  cast  iron,  sixteen  inches 
long  by  the  width  of  girders,  under  and  on  top  of  which 
they  may  be  used.  All  to  be  one-and-a-half  inches  thick, 
each  to  have  a  raised  oval  projection  on  one  surface  to 
take  the  dowel,  and  on  the  other  surface  a  raised  moulding 
to  hold  the  column,  round  or  square,  as  the  case  may  be. 

DOWELS. — Furnish  cast  iron  dowels,  oval  shaped,  5  x  10  inches 
diameter,  three-quarter  inch  thick,  and  in  length  one-quar- 
ter of  an  inch  less  than  the  depth  of  the  wooden  girders 
through  which  they  pass. 

Note. — Sometimes  three  wrought  iron  dowel  pins  are  used,  one-and-one- 
quarter  inches  diameter. 

Sometimes  cross-shaped  cast  iron  dowels  are  used. 

FLUE  DOORS. — Furnish  to  mason  to  build  in  wall,  for  all  the 


74  ARCHITECTURAL   IRON    WORK. 

flues  in  cellar,  doors  12"  x  12",  hung  and  latched  to 
wrought  iron  frames. 

FLUE  RINGS. — Furnish  cast  iron  flue  boxes,  and  fi  ve-and-one- 
half  inch  diameter  removable  ventilating  covers  to  same, 
for  all  flues  on  each  story.  The  boxes  to  be  furnished  to 
mason  to  build  in,  and  the  covers  to  be  set  on  after  the 
plastering  is  done. 

DRILL  FOR  CARPENTER. — Do  all  drilling  and  tapping  required 
by  carpenter  to  secure  his  wood  work  to  the  iron  work, 
and  furnish  all  screws  and  bolts  required  for  this  purpose. 
Do  all  cutting  and  fitting  that  may  be  required  in  connec- 
tion with  the  iron  work. 

COAL  COVER. — Furnish  one  cover  to  coal  vault,  with  cast  iron 
neck  ;  the  latter  let  into  the  granite  sidewalk.  The  cover 
to  be  quarter-inch  wrought  iron  plate,  studded  with  rivets 
on  top  to  prevent  slipping,  secured  with  proper  galvanized 
chain,  hook  and  staple. 

Note. — Often  an  ordinary  cast  iron  coal  cover,  18*  diameter,  with  chain  and 
fastenings,  will  answer. 

VENTILATING  GRATING. — Furnish  and  fasten  into  the  rebate,  to 
be  cut  in  granite  sidewalk,  a  cast  iron  heavy  grating  for 
ventilation,  14x14  inches  square,  and  below  it  have  a 
movable  slat  register  14  x  14 ,  hung  on  hinges,  and  a  sheet 
iron  drawer  to  catch  and  hold  the  dirt  falling  through  the 
sidewalk  grating. 

SCUTTLE. — Cover  the  wooden  scuttle  door  on  the  underside ; 
also  line  the  inside  of  scuttle  curb  with  No.  12  sheet  iron. 
At  the  level  of  ceiling  make  and  put  up  a  grating  door  to 
scuttle,  the  frame  of  fxlj,  the  lattice  filling  of  T3¥  x  f, 
properly  hinged,  and  arranged  for  and  supplied  with  pad- 
lock. 

Note. — Oftentimes  the  lining  only  is  required.     Sometimes  the  lattice  door, 
and  not  the  lining. 


ARCHITECTURAL    IRON   WORK.  75 

LADDER  TO  SCUTTLE. — A  wrought  iron  ladder  will  be  required 
to  scuttle,  made  of  2  x  f  sides,  placed  eighteen  inches 
apart,  and  the  rungs  to  be  double  and  five-eighths  of  an 
inch  diameter,  twelve  inches  apart,  put  strongly  together. 
Set  in  place  at  an  angle  a  little  less  than  vertical,  and 
securely  fastened  at  top  and  bottom. 

FIRE  ESCAPES. — The  platforms  of  all  balconies  shall  not  be  less 
than  two  feet  and  six  inches  in  width  from  the  face  of  the 
wall,  and  shall  take  in  two  windows  in  length,  either  on 
the  front  or  rear  of  all  double  tenement  buildings  to  which 
they  are  attached ;  and  the  balconies  on  all  single  tene- 
ment houses  shall  be  constructed  precisely  the  same,  except 
that  they  shall  not  be  less  than  six  feet  in  length  and  take 
in  one  of  the  room  windows. 

The  bearing  bars  or  brackets  shall  be  made  of  bar  iron, 
not  less  than  one-and-one-half  by  one-half  inch  in  thick- 
ness, and  the  braces  not  less  than  three- quarter  round  iron, 
well  riveted  to  the  bearing  bars ;  the  guard  rails  to  be  not 
less  than  two  feet  and  six  inches  in  height,  and  the  top  and 
bottom  of  the  same  not  less  than  one-and-one-half  by 
three-eighths  inch  wide  ;  the  filling  in  bars  may  be  made  of 
cast  or  wrought  iron,  well  secured  to  the  top  and  bottom 
rails ;  if  of  wrought  iron,  the  bars  must  not  be  less  than 
five-eighths  inches  round,  and  placed  not  more  than  twelve 
inches  from  centres.  The  floors  of  the  balconies  may  be 
made  either  of  wood  or  iron  ;  if  of  iron,  the  bars  not  to 
be  less  than  one-and-one-half  by  one-half  inch,  and  not 
more  than  one-and-one-half  inches  apart ;  and  if  of  wood, 
to  be  of  yellow  pine  not  less  than  one-and-one-quarter 
inches  thick,  a  trap  door  arranged  in  each.  The  bear- 
ing bars  and  braces  and  the  top  and  bottom  of  the  guard 
rails  are  to  be  let  into  all  walls,  twelve  inches  or  over  in 
thickness,  at  least  six  inches,  well  fastened,  and  in  all 
walls  less  than  twelve  inches  thick,  the  same  to  go  through 


76  ARCHITECTURAL   IRON   WORK. 

the  walls,  and  be  well  secured  on  the  inside.  The  ladders 
to  be  made  of  wrought  iron,  the  side  bars  of  1^  x  f  inches, 
the  rungs  to  be  five-eighths  inches  round,  and  placed  not 
more  than  fifteen  inches  apart.  The  ladder  to  extend 
from  the  ground  to  the  roof.  The  lower  section — the  one 
from  the  ground  to  the  first  balcony — arranged  to  slide  up, 
and  with  hook  to  hold  it  in  place.  The  upper  section  to 
have  circled  ends,  and  at  a  proper  distance  above  the  level 
of  roof,  so  as  to  form  a  safety  hand-rail.  All  to  be  well 
fastened. 

FUEL  ROOM. — Line  the  fuel  room  with  No.  16  sheet  iron,  prop- 
erly lapped  and  well  nailed  to  the  wood  studding.  The 
inside  of  the  doors  and  ceiling  included,  as  well  as  the 
floor  and  sides  of  the  room  to  be  lined. 

CHIMNEY  CAPS. — The  chimney  caps  to  be  each  in  one  piece  of 
cast  iron  one-quarter  inch  in  thickness,  arranged  for  fines, 
and  turned  down  two  inches  over  the  brick  work,  both  in 
the  flues  and  over  the  extreme  projection  of  the  brick 
work.  To  be  made  slightly  crowning  toward  the  centre. 

CHIMNEY  SHAFT. — Cast  iron  bases,  mouldings  in  the  brick  pan- 
els and  moulded  tops  to  the  chimney  shafts,  to  be  made  as 
shown  on  drawings,  and  furnished  when  required  to  be 
built  in. 

COPING. — Cover  the  parapet  walls  with  cast  iron  copings  one- 
quarter  inch  in  thickness,  properly  crowning  on  top  to 
shed  water  both  ways,  fitted  with  lap  joints,  and  well  put 
together  with  screws.  To  turn  down  over  wall  two  inches 
on  each  side.  To  be  painted  two  coats  metallic  paint 
inside  and  outside  before  being  put  up. 

WINDOW  LINTELS  AND  SILLS. — Furnish  to  the  mason  when 
required  cast  iron  moulded  ornamental  outside  window 
lintels  and  sills  of  the  designs  shown  on  the  elevations. 
To  be  about  five-sixteenths  of  an  inch  in  thickness  and  to 
have  eyes  cast  on  the  inside,  and  furnished  with  suitable 


ARCHITECTURAL   IRON    WORK.  77 

wrought  iron  retaining  anchors.  The  top  shelves  to  have 
turn-up  lips  to  prevent  the  water  getting  in  behind.  To 
be  thoroughly  coated  with  metallic  paint,  two  coats  inside 
and  outside,  before  being  put  up  in  place. 

TRIMMINGS. — The  lines  of  quoin  blocks,  ashler  bands,  etc.,  will 
be  of  cast  iron,  moulded  and  ornamented  as  shown,  T55 ' 
thick,  painted  two  coats  inside  and  out,  before  being  set 
up.  Each  casting  to  have  an  eye  on  the  inside,  and  fur- 
nished with  suitable  wrought  iron  anchors.  All  fitted  and 
put  up  straight  and  true. 

COAL  VAULT  DOOR. — Put  up  to  the  coal  vault  a  sheet  iron 
door  two  feet  wide  by  six  feet  in  height,  hung  to  eyes 
built  in  the  wall.  Frame  of  door,  2  x  -J  wrought  iron,  cov- 
ered with  No.  14  sheet  iron,  properly  made  and  hinged. 
The  lower  part  of  the  door,  two  feet  in  height,  made  to 
turn  up  and  properly  hinged.  To  have  strong  hinges, 
bolts  and  fastenings  complete.  To  be  panelled  and 
moulded. 

PORT-HOLES. — In  the  parapet  or  fire  walls,  which  are  carried 
up  about  five  feet  from  the  roof  level,  place  cast  iron 
port-holes  ten  feet  apart.  These  port-holes  will  be  made 
in  one  casting,  in  shape  like  an  hour-glass,  six  inches  dia- 
meter of  opening  in  -the  centre,  and  radiating  to  a  larger 
diameter  of  twelve  inches.  In  the  small  openings  place 
panes  of  mica. 

BALCONIES. — Fancy  balconies,  composed  of  ornamental  cast  iron 
brackets  and  selected  pattern  of  railings,  all  properly 
braced  and  tied  together  with  wrought  iron  bars,  will  be 
put  up  where  shown  on  the  elevations.  The  bars  on  the 
brackets  will  be  made  to  go  through  the  brick  wall,  and 
have  plate  washers  and  nuts  on  the  back.  To  be  arranged 
to  receive  wooden  floors. 

STAIRS. — The  main  staircase,  as  shown  on  plans,  will  commence 
at  the  level  of  first  or  principal  story  and  run  from  thence 


78  AECHITECTDEAL    IKON    WORK. 

up  to  the  level  of  the  upper  floor.  To  be  of  iron,  resting 
on  three  good  and  sufficient  close  stringers  of  cast  iron, 
one-half  inch  thick  in  the  thinnest  part.  The  stringers 
are  to  be  moulded  and  beaded  so  as  to  form  a  finished 
appearance  underneath,  and  to  have  shoulders  cast  on 
them  to  receive  treads  and  risers.  The  wall  string  to 
have  a  moulded  skirting,  the  skirting  carried  around  the 
platforms.  The  risers  to  be  not  less  than  one -quarter  of 
an  inch  in  the  thinnest  part,  panelled  inside  and  out. 
Steps  and  platforms  one-half  inch  thick,  checquered  on 
top,  with  fluted  margins,  and  ribbed  underneath.  All  to 
be  well  connected  with  necessary  braces,  angles,  flanges, 
ties,  bolts,  etc. 

All  stairs  to  be  seven  inch  rise  by  thirteen  inch  tread, 
including  the  nosing,  which  overhangs  one-and-one-half 
inches ;  thus  making  the  going  of  the  steps  measure  on 
the  strings  7  x  11^  inches. 

Newel  posts  will  be  as  shown,  properly  secured  at  all 
angles  of  stairs  and  landings  where  laid  down  on  plans. 
Ornamental  balusters  of  cast  iron,  bolted  to  the  face  of 
outer  string,  and  have  wrought  iron  top  rail  of  \  x  1^  inch 
drilled,  to  fasten  the  wooden  hand-rail.  The  balusters  to 
run  along  the  stairs  and  well-holes. 

The  stringers  to  be  well  secured  to  the  brick  walls,  and 
all  necessary  short  beams  at  the  platforms  to  be  provided. 
The  joints  neatly  made,  and  all  put  together  in  a  work- 
manlike manner. 


Note. — The  strings,  or  carriages,  may  be  of  wrought  iron,  or  a  combination 
of  wrought  and  cast  iron.  The  soffits  may  be  lathed  with  sheet  iron  lath. 
The  treads  may  be  of  wood,  such  as  oak,  yellow  pine,  etc. ,  or  of  marble  or 
other  stone,  and  the  iron  strings  properly  prepared  to  receive  them.  If  the 
stairs  are  very  wide,  two  intermediate  strings  may  be  required  in  addition  to 
the  outer  and  wall  string.  Landings  may  be  supported  on  wrought  iron 
beams.  Open-work  risers  may  be  used,  or  risers  entirely  omitted.  A  bracket 
hand-rail  along  the  wall  may  be  used.  Railing  balusters  and  hand-rail  may 


ARCHITECTURAL    IRON    WORK.  79 

be  of  square  or  round  iron  or  gas-pipe.     The  hand-rail  may  be  moulded,  of 
cast  iron. 


HOOKS. — Wrought  iron  hooks  for  clothes-line  pulleys,  awning 
hooks,  and  hooks  for  looking-glasses,  as  may  be  required, 
of  suitable  shapes  and  sizes,  will  be  furnished  to  the  mason 
to  be  built  in  by  him. 

PAINTING. — Prime  all  the  iron  work  with  one  good  coat  of 
brown  mineral  paint  in  oil  before  being  brought  to  the 
building.  All  cornices,  ornaments  and  fittings  must  be 
painted  both  sides.  All  bolts,  screws,  etc.,  must  be  dipped 
in  paint  before  being  used.  All  joints  puttied  up  and 
made  tight. 

All  the  iron  work  must  be  painted  two  good  coats,  in 
addition  to  the  priming  coat,  of  the  best  English  or  selected 
American  white  lead  and  oil,  in  such  colors  as  may  be  re- 
quired, except  the  top  of  area  platform,  which  latter  will 
be  painted  in  two  coats  black  tar  paint.  The  following 
may  be  observed,  unless  otherwise  directed  :  The  fronts, 
interior  columns,  underside  of  vault  work,  underside  of 
skylight,  etc.,  in  white ;  the  rolling  shutters  and  outside 
rear  shutters  in  green. 

GENERAL  REQUIREMENTS. — All  the  castings  to  be  of  the  best 
quality  of  cast  iron,  straight  and  smooth  and  well  fitted, 
with  neat,  close  joints.  All  the  materials  to  be  of  the  best 
quality  of  their  several  kinds.  The  entire  work  is  to  be 
executed  in  the  best  and  most  workmanlike  manner,  and 
in  strict  conformity  with  the  particulars  set  forth  in  this 
specification  and  the  several  drawings.  Any  work  shown 
on  the  plans  and  not  included  in  the  specification,  or  vice 
versa,  or  that  may  be  required  to  finish  the  job  complete, 
to  the  true  intent  and  meaning  of  the  plans  and  specifica- 
tions, shall  be  done  by  the  contractor  without  any  extra 
charge  whatever. 


80  ARCHITECTURAL    IKON    WORK. 

All  the  work  is  to  be  so  done  as  to  meet  the  require- 
ments of  the  building  laws  as  now  in  force  in  the  district 
where  this  building  is  to  be  erected.  Proper  tests  and 
examinations  of  the  iron  work  shall  be  made  by  the  con- 
tractor, and  he  shall  be  held  responsible  for  any  and  all 
damages.  All  columns,  lintels,  girders,  etc.,  to  have  the 
maximum  weights  they  will  safely  sustain  marked  or 
stamped  thereon. 

All  the  work  is  to  be  done  to  the  entire  satisfaction  of 
the  owner  and  of  the  architect. 

The  building  is  to  commence  on day  of  - 

next,  and  to  be  completed,  fit  for  occupancy,  on  or  before 
the day  of following. 


IKON  FRONTS. 

For  building  purposes,  cast  iron  possesses  unequalled  advan- 
tages of  strength,  durability,  economy,  and  adaptability  to  or- 
nament and  decoration.  In  resisting  any  kind  of  strain,  it  is 
vastly  superior  to  granite,  marble,  sandstone,  or  brick.  Practi- 
cally, cast  iron  is  crushing  proof,  for  a  column  must  be  ten 
miles  in  height  before  it  will  crush  itself  by  its  own  weight. 
Unlike  wrought  iron  and  steel,  it  is  not  subject  to  rapid  oxida- 
tion and  decay  by  exposure  to  the  atmosphere ;  and  whatever 
tendency  it  may  have  in  that  direction  can  easily  be  prevented 
by  a  proper  coating  of  paint.  No  other  material  is  so  valuable 
after  it  has  served  its  original  purpose,  as  it  may  be  recast  into 
new  forms  and  adapted  to  new  uses. 

In  business  quarters,  where  blocks  of  stores  are  built  up 
solid,  where  each  building  nearly  covers  the  full  lot,  rear 
almost  butting  to  rear,  with  window  openings  generally  only 
at  the  front  and  back,  light  becomes  one  of  the  most  important 
requirements.  A  light  edifice  of  iron  may  be  safely  substi- 


ARCHITECTURAL   IKON    WORK. 


81 


A    REPRESENTATIVE   IRON   FRONT. 


OF  THE 


02  ARCHITECTURAL    IRON    WOEK. 

tuted  for  the  cumbrous  structures  of  other  substances,  and 
ample  strength  secured  without  the  exclusion  of  daylight. 
Iron  in  this  respect  presents  peculiar  fitness. 

The  introducing  manufacturers  and  architects  in  iron  acted 
on  the  self-evident  proposition  that  a  multiplicity  of  ornament 
and  decoration  could  be  executed  in  iron  at  an  expense  not  to 
be  named  in  comparison  with  that  of  stone,  and  literally  cov- 
ered their  fronts  with  useless  filagree  work.  Every  column 
was  made  fluted  or  of  some  intricate  pattern,  every  moulding 
enriched.  The  carvings  high  up  in  the  air,  on  the  fifth  story, 
were  the  same  as  those  low  down  on  the  first — no  bolder,  and 
in  every  case  too  flat  and  fine.  Instead  of  seeking  for  beauti- 
ful outlines  and  proportions,  and  appropriately  embellishing 
special  features  to  contrast  with  other  portions  of  the  edifice 
purposely  left  plain  and  unpretending,  ornateness  was  made 
the  governing  idea,  and  an  extreme  elaboration  produced,  with 
.twistings  and  contortions  of  outline,  and  crowding  in  of  small 
columns  and  pilasters,  and  diminutive  friezes  and  cornices, 
overlaying  everything  with  so-called  ornament.  Constructors 
in  iron  took  advantage  of  the  ability  of  cast  iron  to  resist  com- 
pression, and  of  the  tensile  power  of  wrought  iron,  and  in  an 
utilitarian  spirit  produced  spider -like  structures,  suggesting 
nothing  save  economy  of  space  and  material.  Overloading 
the  surface  with  poorly  executed  ornament,  gave  their  struc- 
tures a  flashy  and  vulgar  appearance.  These  early  stages  have 
been  passed,  and  taste  and  utility  now  go  hand  in  hand.  For 
a  time,  the  material  was  judged  more  from  the  mistakes  of  the 
unskilful  than  by  its  capabilities  for  proper  application. 

A  building  should  bear  the  impress  of  solidity,  as  though  it 
were  indeed  a  growth  of  the  earth  itself,  and  not  of  so  fragile 
an  appearance  that  the  winds  can  blow  it  away.  In  architec- 
ture, the  recognition  of  permanency  is  one  of  the  true  princi- 
ples of  the  art.  A  front  must  not  only  be  strong  enough — it 
must  also  possess  such  an  evident  reserve  of  strength,  which  is 


ARCHITECTURAL   IRON    WORK.  83 

the  result  of  obvious  abundance.  Convenience,  permanence 
and  beauty,  as  well  as  strength,  are  the  tests  of  iron  work. 
And  constantly  large  columns  are  used  where  smaller  ones 
would  answer.  A  broad  play  for  light  and  shadow  should  be 
carefully  studied.  Ornamentation  should  not  be  made  an  end, 
but  a  mere  adjunct.  If  beautiful  outline  and  proportion  be 
lacking,  no  amount  of  meretricious  ornamentation  can  supply 
the  deficiency.  Iron  affords  a  cheaper  material,  a  more  endur- 
ing material,  and  cleaner  and  sharper  than  stone,  and  it  is  the 
best  material,  all  things  considered,  for  the  street  architecture 
of  our  American  cities.  Whatever  moulding  is  good  in  stone, 
for  projection  or  general  outline,  is  also  good  in  iron.  If  the 
ancient  examples  of  cornices  and  capitals,  and  ornaments  gen- 
erally, which  have  stood  the  test  of  criticism  and  been  judged 
correct,  are  deemed  best  for  stone,  then  they  are  best  for  iron 
also.  But  correct  outlines  must  be  faithfully  followed,  and 
can  be  in  the  hands  of  a  skilful  manufacturer.  If  error  be 
committed  by  the  unskilful,  it  no  more  condemns  the  mate- 
rial than  will  the  thousands  of  ludicrous  mistakes  in  wood  and 
stone  condemn  those  materials.  The  ancients  worked  in  stone, 
and  artistically  produced  outlines  that  perhaps  never  can*  be 
rivalled.  The  principles  of  architecture,  which  have  endured 
so  long,  will  remain  forever,  simply  because  they  embody  true 
taste  and  common  sense,  both  of  which  the  public  have  and 
understand.  On  the  presumption  that  the  public  possess  no 
taste,  gross  incongruities  in  design  are  too  often  put  upon  the 
credulity  of  those  who  build.  Here  a  great  mistake  is  made. 
The  public-  eye  is  a  sharp  one,  and  demands  to  be  pleased. 
Whether  there  is  an  educated  or  a  natural  taste,  there  is  at 
least  an  opinion  to  be  gratified  ;  and  in  such  cases  the  majority 
rules,  for,  though  all  do  not  think  alike,  a  vast  number  may 
come  to  one  conclusion,  and  that  is  generally  sure  to  be  cor- 
rect. Iron  is  the  modern  building  material,  dug  from  the  bow- 
els of  the  earth,  smelted  and  purified  by  an  advanced  science, 


84  ARCHITECTURAL   IKON   WORK. 

and  ready  to  supplant  stone,  just  as  history  relates  stone  sup- 
planted mud  in  the  construction  of  dwellings  for  men.  Each 
tells  of  a  growth  in  knowledge,  applying  a  better  material. 
Long  after  a  stone  front  lias  gone  to  decay  and  disappeared, 
the  iron  will  be  retained  in  its  original  fulness  and  sharpness 
in  every  line.  Keep  it  painted,  and  after  a  thousand  years  of 
exposure  to  the  wind  and  weather,  an  iron  front  will  be  as  per- 
fect as  on  the  day  of  erection. 

To  paint  iron  costs  much  less  than  to  paint  wood  or  other 
materials,  on  account  of  its  non-absorbing  surface.  The  inter- 
est on  the  difference  in  first  cost  between  a  stone  and  an  iron 
front  will  easily  pay  for  one  coat  of  paint  a  year.  More  than 
that — allow  the  difference  in  cost  to  accumulate  with  legal 
interest,  less  the  expense  of  one  coat  of  paint  a  year,  and  by 
the  time  the  stone  is  ruined  the  iron  will  not  only  have  cleared 
itself  and  stand  on  the  balance  sheet  at  a  profit,  but  be  in 
prime  condition  for  continued  service.  On  any  much-travelled 
street  a  marble  front  soon  becomes  rusty  and  discolored  with 
dust  and  rain.  An  iron  front  kept  properly  painted  appears 
periodically  in  a  new  dress,  and  is  always  clean  and  bright. 
Other  things  being  equal,  place  two  merchants  respectively  in 
a  stone  front  and  an  iron  front  store,  side  by  side,  and  he  in 
the  clean,  bright,  attractive  front  will  do  the  most  business,  and 
can  afford  to  pay  the  largest  rent.  A  stone  front  soon  becomes 
discolored  and  dirty,  and  shows  almost  as  many  different  soiled 
colors  as  there  are  different  pieces  of  stone,  caused  by  the 
chemical  ingredients  in  the  stone  striking  to  the  surface.  An 
iron  front  reveals  no  joints,  and  looks  as  though  it  were  cut 
out  of  one  solid  block  and  of  one  even  color.  Every  time  it  is 
painted  it  looks  new.  More  than  one  white  marble  front  now 
regularly  receives  a  coat  of  white  paint  to  keep  it  white,  be- 
cause without  the  paint  they  looked  dark  and  dingy  alongside 
of  their  neighboring  white  iron  fronts. 

A  great  deal  has  been  written  about  the  color  to  paint  iron 


ARCHITECTURAL   IRON   WORK.  85 

work.  Iron  being  a  material  which  requires  a  coating  of  lead 
and  oil,  it  is  proper  to  give  it  any  color  that  good  taste  may. 
suggest.  The  color  will  often  be  regulated  by  the  color  and 
.hue  of  adjoining  buildings  or  other  surroundings.  Because 
marble  is  white  or  sandstone  brown,  the  painting  of  iron  work  in 
these  colors  must  not  be  prohibited.  What  is  to  be  condemned 
is  the  graining  of  iron  in  imitation  of  marble,  and  sanding  in 
imitation  of  stone.  Tints  and  colors  and  gilding  produce  rich 
and  sparkling  effects,  but  great  care  and  exceeding  good  taste 
must  be  exercised  or  failure  will  be  the  result.  The  best  pig- 
ments must  be  used,  or  the  colors,  exposed  to  the  air  and  sun, 
will  fade  rapidly — and  the  best  do  fade — and  leave  the  front 
shabby.  Wherever  practicable,  iron  work  should  be  painted 
inside  as  well  as  out,  without  delay.  Particular  care  in  this 
respect  should  be  given  to  all  parts  put  together  in  pieces,  as 
cornices,  trusses,  etc.  These  should  have  their  joints  well 
painted  before  being  bolted  or  riveted  together.  Painting  on 
the  inside,  however,  applies  only  to  the  shell  parts.  Columns 
cannot  be  painted  on  the  inside,  nor  do  they  need  it.  Column 
stands  over  column  with  an  intervening  plate ;  the  very  con- 
struction makes  of  the  inside  of  a  column  an  almost  air-tight 
chamber,  where  the  air  is  always  dry.  No  oxidation  takes 
place  under  these  conditions,  and  so  no  paint  is  necessary. 
The  inside  of  a  column  is  covered  with  a  coating  of  foundry 
sand,  which  clings  to  it  for  ages.  On  the  shell  work,  when 
the  paint  has  fairly  reached  every  crevice,  these  parts  too 
become  air-tight,  and  paint  only  becomes  requisite  on  the 
outside,  and  to  brighten  up  the  color.  In  applying  ornaments^ 
such  as  leaves  of  capitals,  etc.,  not  only  should  the  ornaments 
themselves  be  first  thoroughly  painted,  but  the  screws  which 
fasten  the  ornament  to  the  main  work  should  be  dipped  in 
paint  as  well.  After  drilling  a  hole  in  iron,  the  burs  around 
the  hole  should  always  be  filed  away,  so  that  no  streaks  of  rust 
from  rain-water  down  the  face  of  the  building  will  tell  of 


86  ARCHITECTURAL   IRON   WORK. 

carelessness  in  this  respect.  A  lack  of  care  in  such  little 
matters  often  causes  the  greatest  annoyance,  and  has  been  the 
chief  reason  why  iron  fronts  have  had  to  be  painted  more 
often  during  the  ensuing  few  years  of  their  erection  than 
afterward.  Some  fronts  in  a  dark  color  have  only  been 
painted  for  intervals  of  five  years  during  the  past  twenty 
years,  and  previous  to  that  did  not  average  more  than  once  in 
two  years.  For  the  first  coating  of  iron  nothing  is  superior  to 
oxide  of  iron  mixed  with  oil,  or  what  is  known  as  metallic 
paint. 

On  the  manufacturer  depends  the  artistic  appearance  of  an 
iron  building,  as  well  as  its  durability.  The  material  is  capa- 
ble of  receiving  the  sharpest  kind  of  lines.  But  to  secure 
under-cuttings  and  that  certain  crispness  necessary  to  the 
proper  effect,  particularly  of  carved  work,  requires  a  combined 
technical  knowledge  of  architectural  detail,  of  artistic  pattern- 
work,  and  of  foundry  moulding,  and,  withal,  a  business  pride 
and  reputation.  An  architect  may  design  a  front,  but  its  exe- 
cution is  beyond  his  control,  and  its  effect,  whether  very  ornate 
or  very  plain,  may  be  entirely  spoiled  by  falling  into  the  hands 
of  incompetent  mechanics.  Between  the  fronts  of  to-day  and 
those  erected  not  many  years  ago  there  is  a  perceptible  im- 
provement. The  artistic  working-up  of  the  material  is  better 
imderstood.  After  years  of  alterations  and  comparison,  bold- 
ness and  good  proportion  in  every  part  has  been  obtained. 
The  greatest  possible  caution  should  be  exercised  in  awarding 
contracts,  and  the  difference  of  any  moderate  sum  should  never 
permit  the  giving  of  work  to  parties  who  are  lacking  in  experi- 
ence or  in  knowledge  or  in  facilities,  or  who  habitually  do 
their  work  in  a  slovenly  manner,  or  who  are  notoriously  slow. 
It  is  not  always  to  the  interest  of  an  owner  to  give  his  work  to 
the  lowest  bidder.  The  grade  of  men  in  the  iron  business  in 
no  wise  differs  from  any  other  manufacturers,  in  that  there  are 
some  whose  productions  are  superior  and  intrinsically  worth 


ARCHITECTURAL    IRON    WORK.  87 

more  than  the  like  made  by  others.  The  thousand  items  of 
intricate  detail  about  a  job  of  iron  work,  which  go  to  make  up 
a  complete  whole,  each  of  which  requires  the  direct  super- 
vision of  competent  principals,  but  faintly  tells  of  the  constant 
and  unwearying  watchfulness  that  must  be  given  to  ensure 
good  results. 

Much  has  been  said  against  iron  from  misconception.  It  is 
exceedingly  difficult  in  the  minds  of  most  writers  and  talkers, 
who  use  sweeping  denunciations  and  citations  against  iron,  to 
separate  wrought  iron  and  cast  iron  in  their  respective  endur- 
ance against  weather.  Wrought  iron  rapidly  oxidizes  when 
exposed  to  the  atmosphere,  and  goes  to  decay.  Cast  iron,  on 
the  contrary,  slowly  oxidizes  in  damp  situations  ;  rust  does  not 
scale  from  it,  and  the  oxidation,  when  formed,  is  of  a  much 
less  dangerous  kind  than  on  wrought  iron.  A  coating  of  paint 
will  counteract  whatever  tendency  cast  iron  has  to  rust  when 
exposed. 

Whatever  has  been  done  in  iron  which  deserves  censure 
from  critics  can  be  remedied.  Let  it  not  be  forgotten  that  the 
material  is  not  at  fault,  but  the  workmanship.  Iron  can  be 
made  to  imitate  anything  perfectly.  Men  who  have  said  most 
against  iron  have  been  they  who  knew  the  least  about  it.  Ar- 
guments have  been  made  that  iron  is  a  sham,  but  a  stone  build- 
ing is  a  greater  sham,  because  it  leads  one  to  believe  that  it  is 
all  stone,  when,  in  fact,  it  is  nothing  but  a  veneer  set  up  against 
a  brick  wall. 

The  adaptability  of  all  building  materials  depends  princi- 
pally upon  their  property  of  resisting  the  destroying  influences 
of  the  atmospheric  air,  be  these  influences  either  mechanical  or. 
chemical.  The  objection  to  brown  stone  for  buildings  is  that 
it  is  porous,  and  rains  penetrate  it ;  the  water  freezes,  and  in 
expanding  scales  off  the  exterior  layer,  and  a  rapid  decay  is  the 
result.  Marble  is  denser,  but  every  rain-storm  dissolves  a  thin 
film  of  its  surface.  A  bowl  of  water  collected  from  the  rain 


88  ARCHITECTURAL    IRON   WORK. 

that  has  touched  a  marble  front  will  be  found  by  chemical  test 
to  be  so  charged  with  carbonate  of  lime  as  to  be  unfit  for  pur- 
poses for  which  rain-water  is  required.  The  effect  is  that  the 
sharp  edges  of  the  architectural  details  become  blunted,  and 
gradually  wear  away.  In  marble  there  is  carbonate  of  iron, 
which  absorbs  oxygen  from  the  air,  and  then  presents  itself  in 
yellowish  spots,  which  gradually  turn  brown  or  black.  Gran- 
ite, which  is  the  best  building  stone  in  the  world,  when  sub- 
jected to  strong  heat  cracks  and  splits  off  in  flakes,  and  crum- 
bles like  dry  plaster. 

When  iron  fronts  were  first  introduced,  it  was  strenuously 
asserted  by  some  that  expansion  and  contraction  would  dislo- 
cate the  joints  and  render  a  building  unsafe.  An  examination 
of  any  of  the  numerous  cast  iron  structures  which,  for  a  num- 
ber of  years,  have  been  exposed  to  every  change  of  atmos- 
pheric temperature  without,  and  to  the  heat  of  steam-boilers, 
etc.,  within,  will  show  everything  unchanged.  This  proves 
that  the  temperature  of  our  climate  throughout  its  utmost 
range,  from  the  greatest  heat  to  the  greatest  cold,  exerts  upon  it 
no  appreciable  effect  Events  have  also  proven  in  the  cases  of 
burning  of  storehouses  tilled  with  combustible  goods  that  cast 
iron  fronts  are  absolutely  tire-proof,  and  will  neither  warp  nor 
crack  nor  fall  down,  unless  the  entire  building  falls,  pulling 
the  front  with  it.  Only  let  it  be  remembered,  that,  in  addition 
to  a  high  and  intense  heat,  the  use  of  a  blast  is  required  to 
reduce  cast  iron  to  a  molten  state,  and  the  ability  of  iron 
fronts  to  stand  heat  will  be  readily  understood.  They  are  also 
perfectly  safe  during  thunder-storms ;  the  metal  presents  so 
great  a  mass  to  the  over-charged  clouds,  so  as  to  become  a 
huge  conductor  in  itself,  and  silently  conveys  all  the  elec- 
tricity to  the  earth.  In  them  the  intensity  current  is  instantly 
diffused  throughout  the  entire  mass,  and  changed  into  a  cur- 
rent of  quantity,  thus  obviating  all  danger  from  disruptive 
discharges.  Iron  fronts  liave  stood  erect  in  cases  where  the 


ARCHITECTURAL    IRON    WORK.  89 

side  brick  walls  were  entirely  thrown  down  and  demolished  by 
the  elements. 

A  front  of  iron  is  usually  laid  down  and  fitted  together  com- 
plete in  the  manufactory  previous  to  erection  at  the  building. 
It  can  be  transported  to  any  distance  to  the  place  of  erection, 
and  put  together  with  wonderful  rapidity,  and  at  all  seasons  of 
the  year.  It  takes  up  less  space  than  any  other  material,  and 
so  enlarges  the  interior  of  a  building.  When  it  becomes 
desirable  to  tear  down  the  building  itself,  to  make  way  for 
other  improvements,  the  iron  front  may  be  taken  to  pieces, 
without  injury  to  any  of  its  parts,  and  be  re-erected  elsewhere 
with  the  same  perfection  as  at  first.  Instead  of  destruction, 
there  need  be  a  removal  only. 

Iron  Iras  in  its  favor  unequalled  advantages  of  ornament, 
strength,  lightness  of  structure,  facility  of  erection,  durability, 
economy,  incombustibility,  and  ready  renovation.  In  iron,  as 
in  other  materials,  must  ever  be  observed  those  undeviating 
laws  of  proportion,  and  rules  deduced  from  a  refined  analysis 
of  what  is  suitable  in  the  highest  degree  to  the  end  proposed. 
There  is  not  a  structure  erected  anywhere  but  adds  its  quantum 
to  the  good  or  bad  impressions  to  be  directly  stamped  upon  the 
public  mind.  Thus  every  one  who  builds  is  unwittingly  en- 
hancing or  deteriorating  the  taste  of  the  masses,  and  the  aggre- 
gate result  of  this  is  a  thing  not  to  be  overestimated.  It 
behooves  the  general  use  and  careful  treatment  of  a  material 
which  allows  greater  architectural  effect,  in  proportion  to 
the  outlay  of  money,  than  any  other.  The  uses  and  require- 
ments and  values  of  buildings  are  changing  every  day,  and 
iron  in  its  architectural  application  is  to  fulfil  future  require- 
ments such  as  in  the  past  it  has  but  limitedly  supplied.  In 
our  new  and  growing  country,  the  dollars  saved  on  one  building 
are  required  for  the  erection  of  another.  It  is  primarily  a 
duty  for  every  builder  to  do  the  most  with  his  money,  and  the 
most  for  Art.  When  the  public  become  thoroughly  acquainted 


00  ARCHITECTURAL    IRON    WORK. 

with  the  advantages  iron  possesses  as  a  building  material,  it  is 
confidently  predicted  that  for  superior  buildings  of  all  kinds  it 
will  receive  a  general  preference  to  granite,  marble,  sandstone, 
or  brick. 

ASHLEE  FKOKTS. 

Thin  plates  of  cast  iron  used  as  a  facing  to  brick  walls  give 
a  very  good  effect.  The  plates  need  not  be  over  three-six- 
teenths of  an  inch  thick,  and  each  should  have  two  eyes  cast 
on  the  back  to  anchor  in  the  walls.  The  plates  should  not  be 
bolted  together,  and  a  proper  allowance  must  be  made  in  the 
joints  for  the  shrinkage  and  settling  of  the  brick  wall ;  this 
can  be  done  by  using  strips  of  rubber  at -each  joint,  or  strips  of 
wood,  which  are  afterwards  removed.  At  the  joints  the  plates 
should  have  lips  turning  upwards  and  downwards,  so  that  rain 
cannot  beat  in,  or  sweat  or  moisture  from  the  inside  trickle  out. 

The  outer  surface  of  the  plates  should  be  roughened  with 
very  small  uniform  corrugations  so  as  to  be  more  pleasing  to 
the  eye,  and  to  avoid  the  shining  or  glistening  effect  produced 
by  oil  paint  on  a  smooth  surface.  This  roughening  also  con- 
ceals the  slight  irregularities  and  warpings  so  painfully  appar- 
ent when  the  light  strikes  at  certain  angles  on  the  surfaces  of 
plain  castings.  The  glare  of  paint  is  thus  deadened,  and  gives 
a  chiaroscuro  effect  (light  and  shade),  very  closely  resembling 
stone,  and  more  beautiful  than  the  tool  marks  on  stone  surfaces. 
These  rounded  ridges,  and  correspondingly  rounded  hollows 
between,  should  be  sufficiently  fine  to  prevent  their  being 
noticeable  at  ordinary  distances,  and  yet  sufficiently  coarse  to 
avoid  being  filled  with  paint — say  eight  ridges  and  hollows  to 
an  inch  ;  a  ridge  and  hollow  together  making  about  one-eighth 
of  an  inch  in  width.  The  corrugations  may  be  done  either  on 
the  wood  patterns,  or  by  means  of  a  suitable  moulder's  tool  or 
"  slicker,"  grooved  and  ridged  to  exactly  the  extent  desired,  and 
which  is  operated  successfully  and  rapidly  in  producing  the 
desired  reverse  grooves  and  ridges  on  the  surface  of  the  mould. 


ARCHITECTURAL   IRON   WORK.  91 


ROLLED  IKON  BEAMS  AND  CHANNELS. 

[NEW  JERSEY   STEEL   AND   IRON   CO.] 

The  following  tables  give  the  principal  data  relating  to 
rolled  beams  which  are  required  in  practice. 

The  safe  loads  given  in  the  tables  are  those  which  can  be 
carried  in  addition  to  the  weight  of  the  beam  itself  when  the 
beams  are  supported  at  both  ends  and  the  load  uniformly  dis- 
tributed over  the  length  of  the  beam,  and  are  such  as  would 
bring  a  maximum  strain  upon  the  iron  of  12,000  Ibs.  per  square 
inch,  this  being  about  one-quarter  the  breaking  weight  of 
wrought  iron. 

As,  in  building,  the  admissible  deflection  of  beams  is  limited 
by  the  amount  which  would  cause  the  plastering  of  ceilings  to 
crack,  the  tables  have  a  cross-line  dividing  them  at  the  length 
of  span  at  which  this  is  found  to  occur  ;  the  lengths  and  loads 
above  the  line  being  proper  for  plastered  ceilings,  and  those 
below  to  be  used  only  when  this  consideration  does  not  enter. 
The  limit  of  deflection  thus  allowed  is  one-thirtieth  of  an  inch 
to  the  foot  of  span. 

FIRE-PROOF  FLOORS. 

The  load  upon  the  beams  of  fire-proof  floors,  with  four-inch 
brick  arches  levelled  up  with  concrete  between  the  beams,  in 
buildings  used  for  offices,  assemblages  of  people,  or  storage  of 
light  goods,  may,  ordinarily,  be  taken  at  70  Ibs.  per  square  foot 
of  floor  for  the  weight  of  the  arches,  concrete,  ceiling,  and 
flooring  ;  and  at  80  Ibs.  per  square  foot  additional  for  a  variable 
load  equal  to  the  weight  of  a  crowd  of  people  ;  making  a  total 
load  of  150  Ibs.  per  square  foot  of  floor,  in  addition  to  the 
weight  of  the  beams. 


92  ARCHITECTURAL    IRON    WORK. 

For  street  bridges  for  general  public  traffic,  a  load  in  addi- 
tion to  the  weight  of  the  structure,  of  80  Ibs.  per  square  foot, 
may  be  taken. 

For  the  floors  of  dwellings 40  Ibs. 

Churches,  theatres,  and  ball-rooms 80  " 

Hay-lofts 80  " 

Storage  of  grain 100  " 

Warehouses  and  general  merchandise. . .   250  " 

Factories 200  to  400  " 

Snow  30  inches  deep 16  " 

Maximum  pressure  of  wind 50  " 

Brick  walls,  per  cubic  foot 112  " 

Masonry  walls,         "  116  to  144  " 

USE  OF  THE  TABLES. — What  beams  would  be  required  for  a 
floor  50  ft.  by  21  ft.  in  the  clear,  to  be  used  for  offices,  and 
therefore  loaded  to  the  extent  of  150  Ibs.  per  square  foot,  and 
what  will  be  the  total  weight  of  iron  ? 

Supposing  that  it  is  desired  to  make  the  brick  arches  about 
4  ft.  in  span  between  the  beams,  we  find  this  distance  opposite 
21  ft.  span  and  under  150  Ibs,  per  square  foot,  in  the  table  for 
10^"  light  beams.  As  this  comes  above  the  cross-line  of  the 
table,  these  beams  could  be  used  without  injury  to  the  plaster- 
ing on  account  of  deflection.  The  distance  between  the  centres 
of  beams  being  4.1  ft.,  there  would  be  required  13  beams. 
Allowing  8"  bearing  at  each  end  of  the  beams,  the  total  length 
of  each  would  be  22'  4",  the  weight  of  which  is  781.7  Ibs.,  or, 
for  the  13  beams,  10,162  Ibs. 

If  a  deeper  beam  is  preferred,  12J"  light,  for  instance,  may 
be  substituted,  and,  referring  to  the  table  for  this  beam,  we 
find  that  for  the  above  load  and  span  they  should  be  spaced  5.4 
ft.  apart,  and  there  will,  therefore,  be  but  10  beams  required, 
the  weight  of  which  would  be  9,300  Ibs. 


ARCHITECTURAL    IRON    WORK. 


93 


4-INCH  LIGHT  BEAM— 30  LBS.   PEE  YAED. 


&             c 

fl 

a 

TBBNTON   BEAMS. 

fil        £ 

j2    . 

j 

_(-; 

&*    I1 

2* 

£~ 

1         0.8 

1 

10 

I  Depth,  4  inches. 
Width  of  flanges,  2f  inches. 
Thickness  of  stem,  £  inch. 
Area  of  cross  -section,  2.96  sq.  inches. 

2         17 
3         2.5 
4         3.3 
5         4.2 
6         5.0 
7         5.8 
8         6.7 
9         7.5 
10         8.3 
11         9.2 

2 
3 

1 

20 
30 
40 
50 
60 

If 

til 

.sj 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

p 

llS 

rfl 

1 

d 

per  load  in  Ibs.,  per  square  foot  of  — 

V  -~ 

?3  2 

.2 

II 

•C  3 

J«  _«  . 

£ 

1 

1 

* 

1 

1 

S 

£ 

•p  2* 

|-!.s! 

A 

1 

i 

i 

i 

i 

5 

2.99 

0.09 

50. 

12.0 

9.6 

8.0 

6.8 

6.0 

4.6 

4.0 

6 

2.48 

0.13 

60. 

8.3     6.6 

5  5 

4.7 

4.1 

3.'a 

2.8 

7 

2.11 

0.17 

70. 

6.0     4.8 

4.0 

3.4 

3.0 

2.  4 

2.0 

8 

1.84 

0.23 

80. 

4.6 

3.7 

3.1 

2.6 

2.3 

1.8 

1.5 

9 

1.63 

0.20 

90. 

3.6 

2.9 

2.4 

2.1 

1 

.8 

1.4 

1.2 

10 

1.45 

0.36 

100. 

2.9 

2.3 

1.9 

1.7 

1 

..1 

1.2 

1.0 

11 

1.31 

0.43 

110. 

2.4 

1.9     1.6 

1.4 

1.2 

1.0 

0.8 

12 

1.19 

0.51 

120. 

2.0 

1.6      1.3 

1.1 

1 

.0 

0.8 

0.7 

13 

1.09 

0.60 

130. 

1.7 

1.3     1.1 

1.0 

0.8     0.7 

0.6 

14 

1.00 

0.70 

140. 

1.4 

1.1      0.9 

0.8 

0.7i     0.6 

0  5 

15 

0.93 

0.81 

150. 

1.2 

1.0     0.8 

0.7 

0.6     0.5 

0.4 

16 

0.86 

0.90 

160. 

1.1 

0.9 

0.7 

0.6     0 

.5     0.4 

0.4 

17 

0.80 

1.03 

170. 

0.9 

0.8     0  6 

0.5 

0 

.4     0.4 

0.3 

18 

0.75 

.16 

180. 

0.8 

0.7     0.5 

0.5 

0 

.4 

0.3 

0.8 

19 

0.70 

.29 

190. 

0.7 

0.6     0.5 

0.4 

0 

.;; 

0.3 

0  2 

20 

0  65 

.43 

200. 

0.7 

0.5 

0.4 

0  4 

0 

.8 

0.2 

0.2 

21 

0.61 

.58 

210. 

0.6 

0.5 

0.4 

0.3 

22 

0.57 

.73 

220. 

0.5 

0.4 

0.3 

0.3 

23 

0.54 

1.89 

230. 

0.5 

0.4 

0.3 

0.2 

24 

0.51 

2.06 

240. 

0.4 

0.3 

0.3 

0.2 

25 

0.48 

2.23 

250. 

0.4 

0.3 

0.3 

0.2 

26 

0.45 

2.41 

260. 

0.3 

27 

0.42 

2.60 

270. 

0.3 

28 

0.40 

2.79 

280. 

0.3 

29 

0.37 

3.00 

290. 

0.3 

30 

0.35 

3.21 

300. 

0.2 

ARCHITECTURAL    IRON    WORK. 


4-INCH  HEAVY  BEAM— 37  LBS.  PER  YARD. 


•Sg.        .3 

£ 

.a 

TBESTON  BEAMS. 

4="    . 

*T 

fl 

I 

f| 

1         1 

.0 

I  Depth,  4  inches. 
Width  of  flanges,  3  inches. 
Thickness  of  stem,  -fa  inch. 
Area  of  cross-section,  3.66  sq.  inches. 

2         2 
3         3 
4         4 
5         5 
6         6 
7         7 
8         8 
9         9 
10       10 
11       11 

.0 
.1 
.1 
.1 
.1 
.2 
.2 
.3 
.3 
.3 

1 

2 
3 

4 
5 
6 

12.3 

24.7 
37.0 
49.3 
61.7 
74.0 

SJj[ 

I'll 

.a| 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

i* 

111 

S'l 

1 
a 

for  load  in  Ibs.,  per  square  foot  of  — 

8-jj 

P.-S  a 

.2  ~. 

•  H 

OQ 

• 

w 

1C* 

I 

1 

. 

§  ft 

«  i  a  jj 

8  *  Is 

•§) 

.Q 

£ 

,Q 

a 

£ 

pg 

fll 

1 

i 

§ 

i 

g 

1 

5 

3  65 

0.09 

61.7 

14.6    11.7 

9.7 

8.3 

7 

.3 

5.0 

4  9 

6 

3.02 

0.13 

74.0 

10.1 

8.1 

6.7 

5.8 

5 

0 

4.0 

3.3 

7 

2.59 

0.17 

86.3 

7  4 

5.9 

4.9 

4.2 

3 

.7 

3. 

0 

2.5 

8 

2.25 

0.23 

98.7 

5.6 

4.5 

3.7 

3.2 

2 

.8 

2. 

8 

1.9 

9 

1.99 

0.29 

llt.O 

4.4 

3.5 

2.9     2.5 

2.2     1. 

8 

1.5 

10 

1.78 

0.36 

123.3 

3.6 

2.8 

2.4 

2.1 

1 

.8     1. 

4 

1.2 

11 

1.60 

0.43 

135.7 

2.9 

2.3 

1.9 

1.7 

1 

.4     1. 

2 

1.0 

12 

1.46 

0.51 

148.0 

2.4 

1  9 

1.6 

1.4 

1 

.2     1 

0 

0.8 

13 

1.34 

0  60 

160.3 

2.0 

1.6 

1.3 

1.2 

1 

.0     0. 

8 

0.7 

14 

1.23 

0.70 

172.7 

1.7 

1.3 

1.1 

1.0 

0 

.8     0.7 

0.6 

15 

1.13 

0.81 

185.0 

1.5 

1  2 

1.0 

0.9 

0 

.7 

0. 

0 

0.5 

16 

1.05 

0.91 

197.3 

1.3 

1.0 

0.9 

0-7 

0 

.6     0. 

5 

0.4 

17 

0.98 

1.03 

209  7 

1.1 

0.9 

0.8 

0.6 

0 

.5     0. 

5 

0.4 

18 

0.91 

1.16 

222.0 

1.0 

0.8 

0.7 

0.6 

0.5 

0. 

4 

0.3 

19 

0.85 

1.29 

234.3 

0.9 

0.7 

0.6 

0.5 

0 

.4 

0.4 

0.3 

20 

0.80 

1.43 

246.7 

0.8 

0.6 

0.5 

0.5 

0.4 

0. 

3 

0.3 

21 

0.75 

1.58 

259.0 

0.7 

0.6 

0.5 

0.4 

0.3 

22 

0.70 

1.73 

271.3 

0.6 

0.5 

0.4 

0.4 

0  3 

23 

0.66 

1.89 

283.7 

0.6 

0.5 

0.4 

0.3 

0.3 

24 

0.62 

2.06 

296.0 

0.5 

0.4 

0.3 

0.3 

25 

0.58 

2.23 

308.3 

0.5 

0.4 

0.3 

0.3 

0 

26 

0  55 

2.41 

320.7 

0.4 

0.3 

27 

0.52 

2.60 

333.0 

0.4 

0.3 

28 

0.48 

2.79 

345.3 

0.3 

29 

0.45 

3.00 

357.7 

0.3 

30 

0.43 

3.21 

370.0 

0.3 

ARCHITECTURAL   IRON   WORK. 


5-mCII  LIGHT  BEAM— 30  LBS.  PER  YAED. 


TRENTON  BEAM. 

Length,  in       Weight,  in       Length,  in 
inches.                 Ibs.                   feet. 

Weight,  in 
Ibs. 

1                0.8                1 

10 

I  Depth,  5  inches. 
Width  of  flanges,  2| 
inches. 
Thickness  of  stem,  i 
inch. 
Area  of  cross-section, 
2.96  sq.  inches. 

2                1.7                2 
3                2.5                3 
4                3.3                4 
5                 4.2                5 
6                 5.0                6 
7                5.8 
8                6.7 
9                7.5 
10                8.3 
11                9.2 

20 
30 
40 
50 
60 

11 

•Ifj 

•M 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

h 

fli 

•S| 

4 

for  load,  in  Ibs.,  per  square  foot  of  — 

Distance 
supports, 

Safe  nnifo 
tributed 
tons  of  $ 

111 

Weight,  in 

a 
1 

4 
§ 

4 
s 

4 

i 

I 

4 
8 

4 

5 

3.85 

0.07 

50. 

15.4 

12.3 

10.3 

8.8 

7.7 

6.2 

5.1 

6 

3.19 

0.10 

60. 

10.6 

8.5 

7.1 

6.1 

5.3 

4.2 

3.5 

7 

2.73 

0.14 

70. 

7.8 

6.3 

5.2 

4.5 

3.9 

3.1 

2  6 

8 

2.38 

0.18 

80. 

5.9 

4.8 

4.0 

3.4 

3.0 

2  4 

2.0 

9 

2.10 

0.23 

90. 

4.7 

3.7 

3.1 

2.7 

2.3 

1.9 

1.6 

10 

1.88 

0.28 

100. 

3.8     3.0 

2.5 

2.2 

1.9 

1.5 

1.3 

11 

1.70 

0.34 

110. 

3.1;      2.5 

2.1 

1.8 

1.5 

1.2 

1.0 

12 

1.55 

0.41 

120. 

2.6     2.1 

1.7 

1.5 

1.3 

1.0 

0.9 

13 

1.42 

0.48 

130. 

2.2'     1.8 

1.5 

1.3 

1.1 

0.9 

0.7 

14 

1.31 

0.56 

140. 

•    1.9     1.5 

1.3 

1.1 

0.9 

0.8 

0.6 

15 

1.21 

0.64 

150. 

1.6 

1.3 

1.1 

1  0 

0.8 

0.6 

0.5 

16 

1.13 

0.73 

160. 

1.4 

1.1 

1.0 

0.8 

0.7 

0.6 

0.5 

17 

1.05 

0.82 

170. 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

18 

0.98 

0.93 

180. 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

19 

0.92 

1.03 

190. 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

20 

0.87 

1.14 

200. 

.9 

0  7 

0.5 

0.5 

0.4 

0.3 

0.8 

21 

0.82 

1.26 

210. 

0.8 

0.7 

0.5 

0.5 

0.4 

0.3 

0.3 

22 

0.77 

1.38 

220. 

0.7 

0.6 

0.5 

0.4 

0.3 

0.3 

23 

0.73 

1.51 

230. 

0.6 

05 

0.4 

0.4 

0  3 

24 

0.69 

1.65 

240. 

0.6 

0.5 

0.4 

0.4 

0.3 

25 

0.65 

1.79 

250. 

0.5 

0.4 

0.3 

0.3 

26 

0.61 

1.93 

260. 

0.4 

0.3 

0.3 

27 

0.58 

2.08 

270. 

0.4 

0.3 

0.3 

28 

0.55 

2.24 

280. 

0.4 

0.3 

0.3 

29 

0.52 

2.40 

290. 

0.3 

30 

0.50 

2.57 

300. 

0.3 

96 


ARCHITECTURAL   IRON   WORK. 


5-IISrCH  HEAVY  BEAM— 40  LBS.  PER  YARD, 


TBENTON  BEAM. 

Length,  in        Weight,  in        Length,  in 
inches.                 Ibs.                   feet. 

Weight,  in 
Ibs. 

1                      1.1                      1 

13.3 

I  Depth,  5  inches. 
Width   of  flanges,    3 
inches. 
Thickness    of    stem, 
5-16  inch. 
Area  of  cross-section, 
3.90  sq.  inches. 

2                 2.2                 2 
3                 3.3                 3 

4                4.4                4 
5                 5.5                 5 
6                6.7                6 
7                7.8 
8                8.9 
9              10.0 
10              11.1 
11              12.2 

26.7 
40.0 
53.3 
66.7 
80.0 

fc-   Q) 

I;J 

•M 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

Is 

f!i- 

rfi 

1 

c 

for  load,  in  Ibs.,  per  square  foot  of  — 

it 

§11 

ifj 

i 

1 

3* 

1 

1 

CO 

£ 

1 

£ 

gi 

1" 

CB 

in 

i 

i 

i 

i 

5 

4.87 

0.07 

66. 

7 

19.5 

15.6 

13.0 

11.1 

9.8 

7.8 

6.5 

6 

4.05 

0.10 

80. 

0 

13.5 

10.8 

9.0 

7.7 

6.8 

5.4 

4.5 

7 

3.46 

0.14 

93. 

3 

9.9 

7.9 

6.6 

5.7 

4.9 

4.0 

3.3 

8 

3.02 

0.18 

106. 

7 

7.5 

6.0 

5.0 

4.3 

3.8 

3.0 

2.5 

9 

2.67 

0.23 

120. 

0 

5.9 

4.7 

4.0 

3.4 

3.0 

2.4 

2.0 

10 

2.39 

0.28 

133. 

3 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

11 

2.16 

0.34        146.7        3.9 

3.1 

2.6 

2.2     2.0!     1.6 

1.3 

12 

1.97 

0.41        160.0 

3.3 

2.6 

2.2 

1.9      1.61     1.3 

1.1 

13 

1.80 

0.48 

173. 

3 

2.8 

2.3 

1.8 

1.6     1.4     1.1 

0.9 

14 

1.66 

0.56 

186. 

7 

2.4 

1.9 

1.6     1.3 

1.2     1.0 

0.8 

15 

1.54 

0.64 

200. 

0 

2.0 

1.6 

1.4|     1.1 

1.0     0.8 

0  7 

I 

16 

1.43 

0.73 

213. 

3 

1.8 

1.4 

1.2 

1.0 

0.9 

0.7     0.6 

17 

1.33 

0.82 

226.7 

1.6 

1.3 

1.1 

0.9 

0.8 

0.6 

0.5 

18 

1.24 

0.92 

240. 

0 

1.4 

1.1 

1.0 

0.8 

0.7 

0.6 

0.5 

19 

1.16 

1.03 

253  . 

3 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

20 

1.09 

1.14 

266. 

7 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

21 

1.03 

1.26 

280. 

0 

1.0 

0.8 

0.7 

0.6 

0.5     0.4 

0.3 

22 

0.97 

1.38 

293. 

8 

0.9 

0.7 

0.6 

0.5 

0.4     0.4 

0.3 

23 

0.91 

1.51 

306. 

7 

0.8 

0.6 

0.5 

0.5 

0.4     0.3 

0.3 

24 

0.86 

1.65 

320. 

0 

0.7 

0.6 

0.5 

0.4 

0.3     0.3 

25 

0.82 

1.79 

333. 

8 

0.6 

0.5 

0.4 

0.3 

0.3 

26 

0.77 

1.93 

346. 

7 

0.6 

0.5 

0.4 

0.3 

0.3 

27 

0.73 

2.08 

360. 

0 

0.5 

0.4 

0.3 

0.3 

28 

0.69 

2.24 

373. 

3 

0.5 

0.4 

0.3 

0.3 

29 

0.65 

2.40 

386. 

7' 

0.4 

0.3 

0.3 

30 

0.62 

2.57 

400. 

0 

0.4 

0.3 

0.3 

ARCHITECTURAL   IRON   WORK. 


97 


I 

6-INCH  LIGHT  BEAM— 40  IBS.  PER  YAKD. 


TRENTON  BEAM. 

Length,  in        Weight,  in 
inches.                 Ibs. 

Length,  in 
feet. 

Weierht,  in 
Ibs. 

1                     11 

] 

13.3 

I  Depth,  6  inches. 
Width   of   flanges,   3 
inches. 
Thickness  of  stem,  £ 
inch. 
Area  of  cross-section, 
4.01  sq.  inches. 

2                2.2 
3                3.3 
4                4.4 
5                5.5 
6                6.7 
7                7.8 
8                8.9 
9              10.0 
10              11.1 
11              12.2 

2 
3 
4 
5 
6 

26.7 
40.0 
53.3 
66.7 
80.0 

|| 

>»-c'o 

S  §=> 

.sl 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

** 

fc^fff 

11° 

a 

1 
a 

for  load,  in  Ibs.,  per  square  foot  of  — 

II 

"3  § 

•  SB* 

0   3 

III 

fi 
JSf 

1 

| 

J 

1 

a 

1 

1 

5  " 

r-s~ 

S3 

£ 

i 

| 

i 

i 

i 

1 

I 

5 

5.18 

0.06 

66 

7 

20.7 

16.6 

13.8 

11.8 

10.4 

8.3 

6.9 

6 

5.18 

0.08 

80 

0 

17.3 

13.8 

11.5 

9.9 

8.6 

6.9 

5.8 

7 

4.42 

0.12 

93 

3 

12.6 

10.1 

8.4 

7  2 

6.3 

5.1 

4.2 

8 

3.86 

0.15 

106 

7 

9.6 

7.7 

6.4 

5.4 

4.8 

3.9 

3.2 

9 

3.42 

0.19 

120 

0 

7.6 

6.0 

5.1 

4.3 

3  8 

3.0 

2.5 

10 

3.06 

0.24 

133. 

3 

6.1 

4.9 

4.1 

3.5 

3.0 

2.4 

2.0 

11 

2.77 

0.29 

146 

7 

5.0 

4.0 

3.4 

2.9 

2.5 

2.0 

1.7 

12 

2.53 

0.34 

160. 

0 

4.2 

3.4 

2.8 

2.4 

2.1 

1.7 

1.4 

13 

2.32 

0  40 

173 

3 

3.6 

2.9     2.4 

2.1 

1.8 

1.4 

1.2 

14 

2.14 

0.47 

186. 

7 

3.1 

2.5 

2.0 

1.8 

1.5 

1.2 

1.0 

15 

1.99 

0  54 

200 

0 

2.6 

2.1 

1.8 

1.5 

1.3 

1.0 

0.9 

16 

1.85 

0.61 

213 

3 

2  3 

1.8 

.5 

1.3 

1.1 

0.9 

0.8 

17 

1.78 

0.69 

226. 

7 

2.0 

1.6 

.4 

1.1 

1.0 

9.8 

.7 

18 

1.62 

0.77 

240. 

0 

1.8 

1.4 

2 

1.0 

0.9 

0.8     0.6 

19 

1.52 

0.86 

253. 

3 

1.6 

1.3 

!i 

0.9 

0.8 

0.6 

0.5 

20 

1.43 

0.95 

266. 

7 

1.4 

1.1 

.0 

0.8 

0.7 

0.6 

0.5 

21 

1.35 

1.05 

280. 

0 

1.8 

1.0 

0.9 

0.7 

0.6 

0.5 

0.4 

22 

1.28 

1.15 

293 

3 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

23 

1.21 

1.26 

306 

7 

1.1 

0.9 

0.8 

0.6 

0.5 

0.4 

0.4 

24 

1.14 

1.37 

320. 

0 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

25 

1.08 

1.49 

333. 

3 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

0.3 

26 

1.08 

1.61 

346. 

7 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

0.3 

27 

0.98 

1.74 

360.0 

0.7 

0.6 

0.5 

0.4 

0.3 

0.3 

28 

0.93 

1.87 

373. 

3 

5.7 

0.6 

0.5 

0.4 

0.3 

0.3 

29 

0.89 

2.00 

386. 

7 

0.6 

0.5 

0.4 

0.3 

0.3 

30 

0.84 

2.14 

400. 

0 

0.6 

0.5 

0.4 

0.3 

0.3 

98 


ARCHITECTURAL   IRON   WORK. 


6-INCH  HEAVY  BEAM— 50  LBS.  PEE  YAKD. 


TnTTw-rnw  T*PAM                          Length,  in        Weight,  in        Length,  in 

Weight,  in 

AM-                           inches.                 Ibs.                   feet. 

Ibs. 

1                1.4               1 

16.7 

I  Depth,  6  inches.                     g                 2.7                2 
Width  of  flanges,  3|           4                 5*4                4 
inches.                                 5                 g'g                5 
6                 8.3                6 
Thickness  of  stem,  0.3  j          7                 95 
inch.                                    8               10;9 
9              12.3 
Area  of  cross-  section,          JQ               13  7 
4.91  sq.  inches.                u 

33^3 
50.0 
66.7 
83.3 
100.0 

|i 

||| 

.s| 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

*  rt 

o^*7*" 

£  *•• 

1 

for  load,  in  Ibs..  per  square  foot  of  — 

o  ,2 

S3  o  *g 

"""  r§ 

it 

"li  . 

|§.     . 

£ 

s 

1 

1 

1 

» 

1 

1 

1 

|t 

I"!  .S3 

|«g| 

1 

§ 

8 

i 

i 

1 

i 

i 

5 

6.36 

0.06 

83.3 

25.4 

20.4 

17.0 

14.5 

12.7 

10.2 

8.5 

6 

6.35 

0.08 

100.0 

21.2 

16.9 

14.1 

12.1 

10.6 

8.5 

7.1 

7 

5.43 

0.12 

116.7 

15.5 

12.4 

10.3 

8.9 

7.8 

6.2 

5.2 

8 

4.73 

0.15 

133.3 

11.8 

9.4 

7.9 

6.8 

5.9 

4.7 

3.9 

9 

4.19 

0.19 

150.0 

9.3 

7.4 

6.2 

5.3 

4.6 

3.7 

3.1 

10 

3.76 

0.24 

166.7 

7.5 

6.0 

5.0 

4.3 

3.7 

3.0 

2.5 

11 

3.40 

0.29 

183.3 

6.2 

4.9 

4.1 

3.5 

3.1 

2.5 

2.1 

12 

3.10 

0.34 

200.0 

5.2 

4.2 

3.4     3.0 

2.6 

2.1 

1.7 

13 

2.85 

0.40 

216.7 

4.4 

3.5 

2.9 

2.5 

2.2 

1.8 

1.5 

14 

2.63 

0.47 

233.3 

3.7 

3.0 

2.5 

2.1 

1.8 

1.5 

1.2 

15 

2.43 

0.54 

250.0 

3.2 

2.6 

2.2 

1.8 

1.6 

1.3 

1.1 

16 

2.27 

0.61 

266.7 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

0.9 

17 

2.12 

0.69 

283.3 

2.5 

2.0 

1.7     1.4 

1.2 

1.0 

0.8 

18 

1.98 

0.77 

300.0 

2.2 

1.7 

1.5     1.3 

1.1 

0.9 

0.7 

19 

1.86 

0.86 

316.7 

1.9 

1.5 

1.3 

1.1 

0.9 

0.8 

0.6 

20 

1.75 

0.95 

333.3 

1.7 

1.4 

1.2 

1.0 

0.8 

0.7 

0.6 

21 

1.65 

1.05 

350.0 

1.6 

1.3 

1.1 

0.9 

0.8 

0.6 

0.5 

22 

1.56 

1.15 

366.7 

1.4 

1.1 

0.9 

0.8 

0.7 

0.6 

0.5 

23 

1.48 

1.26 

383.3 

1.3 

1.0 

0.9 

0.7 

0.6 

0.5 

0.4 

24 

1.40 

1.37 

400.0 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

25 

1.33 

1.49 

416.7 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

26 

1.26 

1.61 

433.3 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

27 

1.20 

1.74 

450.0 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

0.3 

28 

1.14 

1.87 

466.7 

0.8 

0.6 

0.5 

0.5 

0.4 

0.3 

0.3 

29 

1.08 

2.00 

483.3 

0.7 

0.6 

0.5 

0.4 

0.3 

0.3 

0.2 

30 

1.03 

2.14 

500.0 

0.6 

0.5 

0.4 

0.3 

0.3 

0.2 

0.2 

ARCHITECTURAL    IRON    WORK. 


99 


7-INCH  BEAM-60  LBS.  PER  YARD. 


TRENTOK  BEAM. 

Length,  in       Weight,  in 
inches.                 Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

1                     1.7 

1 

20 

I  Depth,  7  inches. 
Width   of  flanges,  3| 
inches. 
Thickness  of  stem,  •§ 
inch. 
Area  of  cross-  section, 
5.84  sq.  inches. 

2                3.3 
3                5.0 
4                6.7 
5                8.3 
6              10.0 
7              11.7 
8              13.3 
9              15.0 
10              16.7 
11              18.3 

2 
3 
4 
5 
6 

40 
60 
80 
100 
120 

|£ 

•Ifj 

JJ 

Proper  Distance,  in  feet,  between  Centres    of  Beams, 

-E1^ 

^|5 

c  ^ 

£> 

for  load,  in  Ibs.,  per  square  foot  of  — 

£.S 

§«<*" 

c-| 

3 

gff 

il 

I!  ! 

111 

0? 

a 

1 

1 

1 

a 

1 

1 

•S   3 

Jr2 

£ 

§ 

5 

i 

i 

o 

i 

1 

5 

8.45 

0.05 

100 

33.8 

27.0 

22.5 

19.3 

16.9 

13.5 

11.2 

6 

8.44 

0.07 

120 

28.1 

22.5 

18.7 

16.1 

14.0 

11.2 

9.4 

7 

7.21 

0.10 

140 

20.6 

16.5 

13.7 

11.8 

10.3 

8.2 

6.9 

8 

6.29 

0.13 

160 

15.7 

12.6 

10.5 

9.0 

7.9 

6.3 

5.2 

9 

5.57 

0.17 

180 

12.4 

9.9 

8.3 

7.1 

6.2     5.0 

4.1 

10 

5.00 

0.20 

200 

10.0 

8.0 

6.7 

5.7 

5.0 

4.0 

3.3 

11 

4.53 

0.25 

220 

8.2 

6.6 

5.5 

4.7 

4.1 

3.3 

2.7 

12 

4.13 

0.29 

240 

6.9 

5.5 

4.6 

4.0 

3.4 

2.8 

2.3 

13 

3.79 

0.35 

260 

5.8 

4.6 

3.9 

3.3 

2.9 

2.3 

1.9 

14 

3.50 

0.40 

280 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

15 

3.25 

0.46 

300 

4.3 

3.4 

2.9 

2.5 

2.1 

1.7 

1.4 

16 

3.03 

0.52 

320 

3.8 

3.0 

2.5 

2.2 

1.9 

1.5 

1.3 

17 

2.83 

0.59 

340 

3.3 

2.7 

2.2 

1.9 

1.6 

1.3 

1.1 

18 

2.65 

0.66 

360 

2.9 

2.3 

2.0 

1.7 

1.4 

1.2 

1.0 

19 

2.49 

0.74 

380 

2.6 

2.0 

1.7 

1.5 

1.3 

1.0 

0.9 

20 

2.35 

0.82 

400 

2.3 

1.8 

1.6 

1.3 

1.1 

0.9 

0.8 

21 

2.22 

0.90 

420 

2.1 

1.7 

1.4 

1.2 

1.0 

0.8 

0.7 

22 

2.10 

0.99 

440 

1.9 

1.5 

1.3     1.1 

0.9 

0.8 

0.6 

23 

1.99 

1.08 

460 

1.7 

1.4 

l.ll     1.0 

0.8 

0.7 

0.6 

24 

1.88 

1.17 

480 

1.6 

1.8 

1.01     0.9 

0.8 

0.6 

0.5 

25 

1.79 

1.27 

500 

1.4 

1.1 

0.9 

0.8 

0.7 

0.6 

0.5 

26 

1.70 

1.38 

520 

1.3 

1.0 

0.9 

0.7 

0.6 

0.5 

0.4 

27 

1.62 

1.49 

540 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

28 

1.54 

1.60 

560 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.3 

29 

1.47 

1.72 

580 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.3 

30 

1.40 

1.84 

600 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

100  ARCHITECTURAL   IKON   WORK. 

8-INCH  LIGHT  BEAM— 65  LBS.  PEE  YAED. 


TRENTON  BEAM. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

1 

1.81 

1 

21.7 

I  Depth,  8  inches. 

2 

3.61 

2 

43.3 

Width  of    flanges,    4 
inches. 

Thickness  of  stem,  .3 
inch. 

Area  of  cross-section, 
6.37  sq.  inches. 

3 
4 
5 
6 

7 
8 
9 
10 
11 

5.42 
7.23 
9.03 
10.83 
12.64 
14.45 
16.25 
18.06 
19.86 

3 
4 
5 
6 

65.0 
86.7 
108.3 
130.0 

II 

i;J 

.s| 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

|1| 

C    M 

u 

I 

for  load,  in  Ibs.,  per  square  foot  of  — 

it 

If  « 

*f 

4 

1 

1 

1 

| 

jD 

CO 

.Q 

ii 

I'- 

111 

•1 

s 

S 

i 

tH 

i 

i 

i 

6 

ll.  18 

0.06 

130.0 

37.3 

29.8 

24.9 

21.3 

18.6 

14.9 

12.4 

7 

9.57 

0.08 

151.7 

27.3 

21.8 

18.2 

15.6 

13.6 

10.9 

9.1 

8 

8.35 

0.11 

173.3 

20.9 

16.7 

13.9 

11.9 

10.4 

8.3 

7.0 

9 

7.40 

0.14 

195.0 

16.4 

13.2 

10.9 

9.4 

8.2 

6.6 

5.5 

10 

6.64 

0.18 

216.7 

13.3 

10.6 

8.9 

7.6 

6.6 

5.3 

4.4 

11 

6.02 

0.22 

288.3 

10.9 

8.7 

7.3 

6.2 

5.4 

4.3 

3.6 

12 

5.49 

0.26 

260.0 

9.1 

7.3 

6.1 

5.2 

4.5 

3.6 

3.0 

13 

5.05 

0.30 

281.7 

7.8 

6.2 

5.2 

4.5 

3.9 

3.1 

2.6 

14 

4.67 

0.85 

303  .3 

6.7 

5.8 

4.5 

3.8 

3.3 

2.7 

2.2 

15 

4.34 

0.40 

325.0 

5.8 

4.6 

3.9 

3.3 

2.9 

2.3 

1.9 

16 

4.04 

0.46 

346.7 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

17 

3.79 

0.52 

368  .3 

4.4 

3.5 

2.9 

2.5 

2.2 

1.8 

1.5 

18 

3.55 

0.58 

390.0 

3.9 

3.1 

2.6 

2.2 

1.9 

1.6 

1.3 

19 

3.35 

0.64 

411.7 

3.5 

2.8 

2.3 

2.0 

1.7 

1.4 

1.2 

20 

3.16 

0.71 

433.3 

3.2 

2.6 

2.1 

1.8 

1.6 

1.3 

1.1 

21 

2.99 

0.79 

455.0 

2.8 

2.3 

1.9 

1.6 

1.4 

1.1 

1.0 

22 

2.83 

0.86 

476.7 

2.6 

2*1 

1.7 

1.5 

1.3 

1  '0 

0.9 

23 

2.68 

0.94 

498.3 

2.3 

1  9 

1.5 

1.3 

1.1 

0".9 

0.8 

24 

2.55 

1.03 

520.0 

2  .1 

l!7 

1.4 

1.2 

1.0 

0.8 

0.7 

25 

2.43 

1.12 

541.7 

l.*9 

1.5 

1.3 

1.1 

0.9 

0.8 

0.6 

26 

2.31 

1.21 

563.3 

1.8 

1.4 

1.2 

1.0 

0.9 

0.7 

0.6 

27 

2.20 

1.30 

585.0 

1.7 

1.3 

1.1 

1.0 

0.8 

0.7 

0.6 

28 

2.10 

1.40 

606.7 

1.5 

1.2 

1.0 

0.9 

0.8     0.6 

0.5 

29 

2.01 

1.50 

628.3 

1.4 

1.1 

0.9 

0.8 

0.7 

0.6 

0.5 

80 

1.93 

1.61 

650.0 

1.3 

1.0 

0.9 

0.7 

0.6 

0.5 

0.4 

I 

31 

1.84 

1.72 

671.7 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

82 

1.76 

1.83 

693  .3 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.3 

33 

1.69 

1.94 

715  0 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

0.3 

34 

1.62 

2.06 

736.7 

0.9 

0.7 

0.6 

0.5 

0.5 

0.4 

0.3 

35 

1.55 

2.18 

758.0 

0.8 

0.7 

0.5 

0.5 

0.4 

0.3 

0.2 

1 

ARCHITECTURAL   IRON    WORK. 


101 


8-INCH  HEAVY  BEAM— 80  LBS.   PER   YARD. 


TRENTON  I^KAM 

Length,  in        Weight,  in        Length,  in 

Weight,  in 

inches.                 Ibs.                   feet. 

Ibs. 

1                2.2                1 

26.7 

I  Depth,  8  inches. 
Width   of  flanges,  4£ 
inches. 
Thickness  of  stem,  f 
inch. 
Area  of  cross-section, 
8.03  sq.  inch. 

2                4.4                2 
3                6.7                3 
4                8.9                4 
5               11.1                 5 
6              13.3                6 
7              15.6 
8              17.8 
9               20.0 
10               22.2 
11               24.4 

53.3 
80.0 
106.7 
133.3 
160.0 

|| 

•|.s» 

43  J 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

|.S 

ils 

.S  n 

& 

for  load,  in  Ibs.,  per  square  foot  of  — 

X 

8"*  |r 

c"  2 

.S 

Qj  TH 

•*~  's 

.2  3 

§    — 

3   S   % 

I 

1 

1 

I 

1 

1 

I 

1 

.2  § 
Q 

I" 

|-§3 

•8 

i 

5 

i 

g 

1 

i 

6 

9  27 

0.05 

160 

0     30.9 

24.7 

20.6   17.7 

15.4    12.4 

10.3 

7 

9.25 

0.08 

186 

7 

26.4 

21.1 

17.6    15.1 

13.2    10.6 

8.8 

8 

9.23 

0.11 

213 

8 

23.1 

18.5 

15.4    13.2 

11.5     9.2 

7.7 

9 

9.21 

0.14 

240 

0 

20.5 

16.4 

13.6    11.7 

10.2     8.2 

6.8 

10 

8.27 

0.18 

266. 

7 

16.5 

13.2 

11.0 

9.4 

8.2     6.6 

5.5 

11 

7.49 

0.22 

293 

3 

13.6 

10.9 

9.1 

7.8 

6.8 

5.4 

4.5 

12 

6.84 

0.26 

320. 

0 

11.4 

9.1 

7.6 

6.5 

5.7 

4.6 

3.8 

13 

6.29 

0.30 

346. 

7 

9.7 

7.7 

6.4 

5.5 

4.8     3.9 

3.2 

5.81 

0.35 

373 

3 

8.3 

6.6 

5.5 

4.7 

4.l!    3.3 

2.7 

15 

5.40 

0.40 

400. 

0 

7.2 

5.7 

4.8 

4.1 

3.6 

2.9 

2.4 

16 

5.04 

0.46 

426. 

7 

6.3 

5.0 

4.2 

3.6 

3.1 

2.5 

2.1 

17 

4.71 

0.52 

453. 

8 

5.5 

4.4 

3.7 

3.2 

2.7 

2.2|    1.8 

18 

4.43 

0.58 

480 

0 

4.9 

3.9 

3.3 

2.8 

2.4 

.9 

1.6 

19 

4.17 

0.64 

506. 

7 

4.4 

3.5 

2.9 

2.5 

2.2 

.8 

1.5 

20 

3.93 

0.71 

533. 

:! 

3.9 

3.1 

2.6 

2.2 

1.9 

.6 

1.3 

21 

3.72 

0.79 

560 

0 

3.5 

2.8 

2.3 

2.0 

1.7 

.4 

1.2 

22 

3.52 

0.86 

586. 

7 

3.2 

2.6 

2.1 

.8 

1.8 

.3 

1.1 

23 

3.34 

0.94 

613. 

8 

2.9 

2.3 

1.9 

.7 

1.4 

.2 

1  0 

24 

3.18 

1.03 

640.0 

2.6 

2.1 

1.7 

.5 

1.3 

.1 

0.9 

25 

3.03 

1.12 

666.7 

2.4 

1.9 

1.6 

.4 

1.2 

.0 

0.8 

26 

2.88 

1.20 

693. 

8 

2.2 

1.8 

1.5 

.2 

1.1 

0.9 

0.7 

27 

2.75 

1.30 

720. 

0 

2.0 

1.6 

1.8 

.1 

1.0 

0.8 

0.7 

28 

2.63 

1.40 

746. 

7 

1.8 

1.5 

1.2 

1.0 

0  9 

0.7 

0.6 

29 

2.51 

1.50 

773. 

8 

1.7 

1.4 

1.1 

1.0 

0.8 

0.7 

0.6 

30 

2.40 

1.61 

800. 

0 

1.6 

1.3 

1.1 

0.9 

0.8 

0.6 

0.5 

31 

2.30 

1.72 

826. 

7 

1.5 

1.2 

1.0 

0.9 

0.7 

O.C 

0.5 

32 

2.20 

1.83 

853. 

8 

1.4 

1.1 

0.9 

0.8 

0.7 

0.6 

0.4 

33 

2.11 

1.94 

880. 

0 

1.3 

1.0 

0.9 

0.7 

0.6 

0.5 

0.4 

34 

2.02 

2.06 

906. 

7- 

1.2 

0.9 

0.8 

0.7 

0.6 

0.5 

0.4 

35 

1.93 

2.19 

933. 

8 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.3 

102  ARCHITECTURAL   IRON   WORK. 

9-INCH  LIGHT  BEAM— 70  LBS.  PER  YARD. 


TBEKTON  BEA  '. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth,  9  inches. 

1 

1.9 

1 

23.3 

Width  of  flanges,  3^ 
inches. 

Thickness  of  stem,  .3 
inch. 

Area  of  cross-section, 
6.53  sq.  inches. 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 

3.9 

5.8 
7.8 
9.7 
11.7 
13.6 
15.6 
17.5 
19.4 
21.4 

2 
3 
4 
5 
6 

46.7 
70.0 
93.3 
116.7 
140.0 

II 

-|-S, 

J5| 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

•^  s 

^IsS 

.S  & 

JB 

for  load,  in  Ibs.,  per  square  foot  of  — 

a* 

<8  r-  (ff 

•3 

c 

SI 

ili 

1 

| 

1 

1 

1 

1 

1 

03 

5>    J2 

5 

1'^ 

o  ,2 

£ 

o 

S 

i 

g 

1 

1 

1 

6 

9.43 

0.05 

140.0 

31.4 

25.1 

21.0 

17.9 

15.7 

12  6 

10.5 

7 

9.42 

0.07 

163.3 

26.9 

21.5 

17.9 

15.3 

13.4 

10.8 

9.0 

8 

9.41 

0.10 

186.7 

23.5 

18.8 

15.7 

13.4 

11.7 

9.4 

7.8 

9 

8.34 

0.13 

210.0 

18.5 

14.8   12.4 

10.6 

9.2 

7.4 

6.2 

10 

7.48 

0.16 

233.3 

15.0 

12.0   10.0 

8.6 

7.5 

6.0 

5.0 

11 

6.78 

0.19 

256.7 

12.3 

9.9 

8.2 

7.0 

6.2 

4.9 

4.1 

12 

6.19 

0.23 

280.0 

10.3 

8.3 

6.9 

5.9 

5.2 

4.1 

3.4 

13 

5.69 

0.27 

303.3 

8.8 

7.0 

5.8 

5.0 

4.4 

3.5 

2.9 

14 

5.26 

0.31 

326.7 

7.5 

6.0 

5.0 

4.3 

3.7 

3.0 

2.5 

15 

4.89 

0.35 

350.0 

6.5 

5.2 

4.3 

3.7 

3.2 

2.7 

-2.2 

16 

4.56 

0.40 

373.3 

5.7 

4.6 

3.8 

3.2 

2.8 

2.4 

1.9 

17 

4.27 

0.46 

396.7 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

18 

4.01 

0.51 

420.0 

4.5 

3.6 

3.0 

2.6 

2.2 

1.8 

1.5 

19 

3.78 

0.57 

443.3 

4.0 

3.2     2.6 

2.3 

2.0 

1.6 

1.3 

20 

3.57 

0.63 

466.7 

3.6 

2.9 

2.4 

2.1 

1.8 

1.4 

1.2 

21 

3.37 

0.70 

490.0 

3.2 

2.6 

2.1 

1.8 

1.6 

1.3 

1.1 

22 

3.20 

0.77 

513.3 

2.9]     2.3     1.9 

1.6 

1.4 

1.2     1.0 

23 

3.04 

0.84 

536.7 

2.6     2.1 

1.8 

1.5 

1.3 

1.0     0.9 

24 

2.89 

0.91 

560.0 

2.4!     1.9 

1.6 

1.3 

1.2 

1.0     0.8 

25 

2.75 

0.99 

583.3 

2.2     1.7 

1.5 

1.2 

1.1 

0.9,     0.7 

26 

2.62 

1.07 

606.7 

2.0     1.6 

1.3 

1.1 

1.0 

0.8     0.7 

27 

2.50 

1.16 

630.0 

1.8i     1.4 

1.2 

1.0 

0.9 

0.7;     0.6 

28 

2.39 

1.26 

653.3 

1.7     1.4 

1.1 

1.0 

0.8 

0.7i     0.6 

29 

2.28 

1.33 

676.7 

1.6 

1.3 

1.0 

0.9 

0.8 

0.6i     0.5 

30 

2.18 

1.43 

700.0 

1.5 

1.2 

1.0 

0.8 

0.7 

0.6J     0.5 

31 

2.08 

1.53 

723.3 

1.3 

1.1 

0.9 

0.7 

0.7 

0.5 

0.4 

32 

1.99 

1.63 

746.7 

1.2 

1  0 

0.8 

0.7 

0.6 

0.5 

0.4 

33 

1.91 

1.74 

770.0 

1.2 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

34 

1.83 

1.84 

793.3 

1.1 

0.9 

0.7 

0.6 

0.5 

0.4 

0.4 

35 

1.76 

1.95 

816.7 

1.1 

0.9 

0.7     0.6 

0.5 

0.4 

0.4 

36 

1.69 

2.06 

840.0 

0.9 

0.7 

0.6i     0.5 

0.5 

0.4 

0.3 

37 

1.62 

2.17 

863.3 

0.9 

0.7 

0.6|     0.5 

0.4 

0.4 

0.3 

38 

1  55 

2.29 

886.7 

0.8 

0.7 

0.5     0.5 

0.4     0.3 

0.3 

39 

1.49 

2.41 

910.0 

0.8 

0.7 

0.5 

0.5 

0.4 

0.3 

0.3 

40 

1.43 

2.54 

933.3 

0.7 

0.6 

0.5 

0.4 

0.3 

0.3 

0.2 

ARCHITECTURAL   IRON   WORK. 


103 


9-INCH  HEAVY  BEAM— 85   LBS.  PER  YARD. 


TRENTON  BEAM. 

Length,  in 
inches. 

Weight,  in       Length,  in 
Ibs.                   feet. 

Weight,  in 
Ibs. 

I  Depth,  9  inches. 
Width    of    flanges,    4 
inches. 
Thickness  of  stem,  .38 
inches. 
Area  of  cross  -section, 
8.32  sq.  inches. 

1 

2 
3 

4 
5 

6 

7 
8 
9 
10 
11 

2.4                1 
4.7                2 
7.1                3 
9.4                4 
11.8                5 
14.2                6 
16.5 
18.9 
21.2 
23.6 
26.0 

28.3 
56.7 
85.0 
113.3 
141.7 
170.0 

i  u*-1-^ 

-  «  c  «• 

.c  £ 

a? 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

^  B| 

|  J-Ss 

'C 

^  C 

ja 

for  load,  in  Iba.,  per  square  foot  of  — 

I  |J 

1  'S  '~  i 

111 

I 

1 

1 

1 

1 

1 

1 

5" 

S«l« 

1-55 

1 

i 

i 

3 

i 

g 

§ 

i 

1 

6 

11.76 

0.05 

170. 

0 

39.2 

31.4 

26.  l!  22.4 

19.6 

15.7 

13.1 

7 

11.73 

0.07 

198. 

8 

33.5 

26.8 

22.  3|  19.1 

16.7 

13.4 

11.2 

8 

11.70 

0.10 

226. 

7 

29.2 

2S.4 

19.5    16.7 

14.6 

11.7 

9.7 

9 

10.37 

0.13 

255.0 

23.0 

18.4 

15.4    13.1 

11.5 

9.2 

7.7 

10 

9.31 

0.16 

283. 

3     18.6 

14.9 

12.4 

10.6 

9.3 

7.4 

6.2 

11 

8.43 

0.19 

311. 

7 

15.3 

12.3 

10.2 

8.7 

7.6 

6.1 

5.1 

12 

7.70 

0.23 

340. 

0 

12.8 

10.3 

8.6 

7.3 

6.4 

5.1 

4.3 

13 

7.08 

0.27 

368. 

8 

10.9 

8.7 

7.3 

6.2 

5.4 

4.4 

3.6 

14 

6.55 

0.31 

396. 

7 

9.4 

7.5 

6.2 

5.3 

4.7 

3.7 

3.1 

15 

6.09 

0.35 

425. 

0 

8.1 

6.5 

5.4 

4.6 

4.0 

3.2 

2.7 

16 

5.68 

0.40 

453. 

8 

7.1 

5.7 

4.7 

4.1 

3.5 

2.8 

2.4 

17 

5.32 

0.46 

481. 

7 

6.3 

5.0 

4.2 

3.6 

3.1 

2.5 

2.1 

18 

5.00 

0.51 

510. 

0 

5.5 

4.4 

3.7 

3.2 

2.7 

2.2 

1.8 

19 

4.70 

0.57 

538. 

8 

4.9 

3.9 

3.3 

2.8 

2.4 

2.0 

1.6 

20 

4.44 

0.63 

566. 

7 

4.4 

3.5 

3.0 

2.5 

2.2 

1.8 

1.5 

21 

4.20 

0.70 

595. 

0 

4.0 

3.2 

2.7 

2.3 

2.0 

1.6 

1.3 

22 

3.98 

0.77 

623. 

8 

3.6 

2.9 

2.4 

2.1 

1.8 

1.4 

1.2 

23 

3.78 

0.84 

651. 

7 

3.3 

2.7 

2.2 

1.9 

1.6 

1.3 

1.1 

24 

3.60 

0.91 

680.0 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

25 

3.43 

0.99 

708.3 

2.7 

2.2 

1.8 

1.5 

1.8 

1.1 

0.9 

26 

3.27 

1.07 

736. 

7 

2.5 

2.0 

1.7 

1.4 

1.2 

1.0 

0.8 

27 

3.12 

1.16 

765. 

0 

2.3 

l.s 

1.5 

1.8 

1.1 

0.9 

0.8 

28 

2.98 

1.24 

793. 

* 

2.1 

• 

1.7 

1.4 

1.2 

1.0 

0.9 

0.7 

29 

2.85 

1.33 

821. 

7 

2.0 

• 

1.6 

1.8 

1.1 

1.0     0.8 

0.7 

30 

2.72 

1.43 

850. 

0 

1.8 

' 

1.5 

1.2 

1.0 

0.9     0.7 

0.6 

31 

2.61 

1.50 

878. 

8 

1.7 

• 

1.4 

1.1 

1.0 

0.8 

0.7 

0.6 

32 

2.50 

1.63 

906. 

7 

1.6 

: 

1.3 

1.0 

0.9 

0.8 

0.6 

0.5 

33 

2.40 

1.74 

935. 

0 

1.5 

i 

1.2 

1.0     0.9 

0.7 

0.6 

0.5 

34 

2.30 

1.84 

963. 

8 

1.4 

] 

.1 

0.9 

0.8 

0.7 

0.6 

0.5 

35 

2.20 

1.95 

991. 

7 

1.3 

.: 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

36 

2  11 

2.06 

1020. 

0 

1.2 

; 

.0 

0.8 

0.7 

0.6 

0.5 

0.4 

37 

2.02 

2.17 

1048. 

3 

1.1 

-0.9 

0.7 

0.6     0.5 

0.4 

0.4 

38 

1.94 

2.29 

1076. 

7 

1.0 

0.8 

0.7 

0.6     0.5 

0.4 

0.3 

39 

1.87 

2.41 

1105. 

0 

1.0 

0.8 

0.6 

0.6     0.5 

0.4 

0.3 

40 

1.80 

2.54 

1133. 

3 

0.9 

0.7 

0.6 

0.5     0.4 

0.4 

0.3 

i          [ 

104 


ARCHITECTUEAL   IKON   WOEK. 


9-INCH  EXTEA  HEAVY  BEAM— 125  LBS.  PEE  YAED. 


TRENTON  BEAM. 

Length, 
in  inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth,  9  inches. 

1 

2 

3.5 
7.0 

1 

2 

41.7 
83.3 

Width   of  flanges,  4£ 
inches. 

3 
4 
5 

10.4 
13.9 
17.4 

3 

4 
5 

125.0 
1G6.7 
208.3 

Thickness  of  stem,  .57 

6 

20.8 

6 

250.0 

inch. 

7 

24.3 

8 

27.8 

Area  of  cross-section, 
12.33  sq.  inch. 

9 
10 
11 

31.2 
34.7 

'    38.2 

*tt 

!i|J 

•s! 

-  G     . 

1 

.3 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 
for  load,  in  Ibs..  per  square  foot  of— 

Iff 

fe.Q'go 

§!!£ 

iil 

1 

1 

1 

1 

1 

I 

I 

| 

1" 

•§••3  .3  "8 

ill 

i 

8 

§ 

i 

g 

i 

6 

16.62 

0.05 

250.0 

55.4 

44.3 

36.9 

31.6 

27.7 

22.2 

18.5 

7 

16.60 

0.07 

291.7 

47.4 

37.9 

31.6 

27.1 

23.7 

19.1 

15.8 

8 

16.58 

0.10 

333.3 

41.5 

33.2 

27.7 

23.7 

20.7 

16.6 

13.8 

9 

14.70 

0.13 

375.0 

32.7 

26.2 

21.8 

18.7 

16.3 

13.1 

10.9 

10 

13.19 

0.16 

416.7 

26.4 

21.1 

17.6 

15.1 

13.2 

10.6 

8.8 

11 

11.95 

0.19 

458.3 

21.7 

17.4 

14.5 

12.4 

10  9 

8.7 

7.2 

12 

10.92 

0.23 

500.0 

18.2 

14.6 

12.1 

10.4 

9.1 

7.3 

6.0 

13 

10.04 

0.27 

541.7 

15.4 

12.4 

10.3 

8.8 

7.7 

6.2 

5.1 

14 

9.28 

0.31 

583.3 

13.3 

10.6 

8.8 

7.6 

6.6 

5.3 

4.4 

15 

8.62 

0.35 

625.0 

11.5 

9.2 

7.7 

6.6 

5.7 

4.6 

3.8 

16 

8.04 

0.40 

666.7 

10.0 

8.0 

6.7 

5.7 

5.0 

4.0 

3.3 

17 

7.53 

0.46 

708.3 

8.8 

7.0 

5.9 

5.0 

4.4 

3.5 

2.9 

18 

7.07 

0.51 

750.0 

7.8 

6.2 

5.2 

4.5 

3.9 

3.1 

2.6 

19 

6.66 

0.57 

791.7 

7.0 

5.6 

4.7 

4.0 

3.5 

2.8 

2.3 

20 

6.28 

0.63 

833.0 

6.3 

5.0 

4.2 

3.6 

3.1 

2.5 

2.1 

21 

5.94 

0.70 

875.3 

5.7 

4.6 

3.8 

3.2 

2.8 

2.3 

1.9 

22 

5.63 

0.77 

916.7 

5.1 

4.1 

3.4 

2.9 

2.5 

2.0 

1.7 

23 

5.35 

0.84 

958.3 

4.6 

3.7 

8.1 

2.6 

2.3 

1.8 

1.6 

24 

5.08 

0.91 

1000.0 

4.2 

3.4 

2.8 

2.4 

2.1 

1.7 

1.4 

25 

4.84 

0.99 

1041.7 

3.9 

3.1 

2.6 

2.2 

1.9 

1.5 

1.3 

26 

4.61 

1.07 

1083.3 

.  3.5 

2.8 

2.4 

2.0 

1.8 

1.4 

1.2 

27 

4.40 

1.16 

1125.0 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

1.1 

28 

4.20 

1.24 

1166.7 

8.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

29 

4.02 

1.33 

1208.3 

2.8 

2.2 

1.8 

1.6 

1.4 

1.1 

0.9 

30 

3.84 

1.43 

1250.0 

2.6 

2.1 

1.7 

1.5 

1.3 

1.0 

0.9 

31 

3.68 

1.53 

1291.7 

2.4 

1.9 

1.6 

1.4 

1.2 

1.0 

0.8 

32 

3.52 

1.63 

1333.3 

2.2 

1.8 

1.5 

1.8 

1.1 

0.9 

0.7 

33 

3.37 

1.74 

1375.0 

2.0 

1.6 

1.4 

1.2 

1.0 

0.8 

0.7 

34 

3.23 

1.84 

1416.7 

1.9 

1.5 

1.3 

1.1 

0.9 

0.8 

0.6 

.35 

3.10 

1.95 

1458.3 

1.8 

1.4 

1.2 

1.0 

0.9 

0.7 

0.6 

*36 

2.97 

2.06 

1500.0 

1.6 

1.3 

1.1 

0.9 

0.8 

0.7 

0.5 

37 

2.85 

2.17 

1541.7 

1.5 

1.2 

1.0 

0.9 

0.7 

0.6 

0.5 

38 

2.73 

2.29 

1583.3 

1.4 

1.1 

1.0 

0.8 

0.7 

0.6 

0.5 

39 

2.62 

2.41 

1625.0 

1.3 

1.0 

0.9 

0.7 

0  6 

0.5 

0.4 

40 

2.52 

2.54 

1666.7 

1.3 

1.0 

0.8 

0.7 

0.6 

0.5 

0.4 

ARCHITECTURAL   IKON    WORK. 


105 


10J-INCH  LIGHT  BEAM— 105  LBS.  PEE  YAED. 


TBENTOK  BEAM. 

Length,  in       Weight,  in       Length,  in 
inches.                 Ibs.                   feet. 

Weight,  in 
Ibs. 

I  Depth,  10|  inches. 
Width   of  flanges,  4| 
inches. 
Thickness  of  stem,  f 
inch. 
Area  of  cross-section, 
10.44  sq.  inches. 

1                2.9                1 
2                5.8                2 
3                8.7                3 
4              11.7                4 
5              14.6                5 
6              17.5                6 
7               20.4 
8               23.3 
9               26.2 
10               29.2 
11               32.1 

35 
70 
105 
140 
175 
210 

h 

•-s-H4 

~  2 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

1-2 

|1| 

ll 

4 

a 

for  load  in  Ibs.,  per  square  foot  of  — 

ll 

!ji 

"S  *" 

1 

4 

| 

4 

4 

4 

| 

| 

§g 

I*5 

fi    ' 

1 

i 

i 

g 

i 

1 

i 

i 

6 

12.90 

0.03 

210 

43.0   34.4 

28.7 

24.6 

21.5 

17.2 

14.3 

7 

12.88 

0.05 

245 

36.8 

29.4 

24.5    21.0 

18.4 

14.7 

12.3 

8 

12.86 

0.07 

280 

32.1 

25.7 

21.4    18.3 

16.0 

12.8 

10.7 

9 

12.84 

0.10 

315 

28.5 

22.8 

19.0 

16.3 

14.2 

11.4 

9.6 

10 

12.83 

0.14 

350 

25.7 

20.6 

17.1 

14.7 

12.8 

10.3 

8.6 

11 

12.81 

0.16 

385 

23.3 

18.6 

15.5 

13.3 

11.6 

9.3 

7.8 

12 

11.71 

0.19 

420 

19.5 

15.6 

13.0 

11.1 

9.7 

7.8 

6.5 

13 

10.77 

0.23 

455 

16.6    13.3 

11.0 

9.5 

8.3 

6.6 

5.5 

14 

9.97 

0.27 

490 

14.2   11.4 

9.5 

8.1 

7.1 

5.7 

4.7 

15 

9.27 

0.31 

525 

12.4 

9.9 

8.2 

7.1 

6.2 

5.0 

4.1 

16 

8.66 

0.35 

560 

10.8 

8.6 

7.2 

6.2 

5.4 

4.3 

3.6 

17 

8.11 

0.39 

595 

9.6 

7.7 

6.4 

5.5 

4.8 

3.8 

3.2 

18 

7.63 

0.44 

630 

8.5 

6.8 

5.6 

4.9 

4.2 

3.4 

2.8 

19 

7  19 

0.49 

665 

7.6 

6.1 

5.0 

4.3 

3.8 

3.0 

2.5 

20 

6.80 

0.54 

700 

6.8 

5.4 

4.5 

3.9 

3.4 

2.7 

2.3 

21 

6.44 

0.60 

735 

6.1 

4.9 

4.1 

3.5 

3.0 

2.4 

2.0 

22 

6.11 

0  66 

770 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

23 

5.81 

0.72 

805 

5  1 

4.1 

3.4 

2.9 

2.5 

2.0 

1.7 

24 

5.54 

0.78 

840 

4.6 

37 

3.1 

2.6 

2.3 

1.8 

1.5 

25 

5.28 

0.85 

875 

4.2 

3.4 

2.8 

2.4 

2.1 

1.7 

1.4 

26 

5.04 

0.92 

910 

3.9 

3.1 

2.6 

2.2 

1.9 

1.6 

1.3 

27 

4.82 

0.99 

945 

3.6 

2.9 

2.4 

2.1 

1.8 

1.4 

1.2 

28 

4.62 

1.07 

980 

3.3 

2.7 

2.2 

1.9 

1.6 

1.3 

1.1 

29 

4.42 

1.14 

1015 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

30 

4.24 

1.22 

1050 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

0.9 

31 

4.07 

1.30 

1085 

2.6 

2.1 

1.7 

1.5 

1.3 

1.0 

0.9 

32 

3.91 

1.39 

1120 

2.4 

1  9 

1.6 

1.4 

1.2 

0.9 

0.8 

33 

3.75 

1.48 

1155 

2.3 

1  8 

1.5 

1.3 

1.1 

0.9 

0.8 

34 

3.61 

1.57 

1190 

2.1 

1  7 

1.4 

1.2 

1.0 

0.8 

0.7 

35 

3.47 

1.67 

1225 

2.0 

1  6 

1.3 

1.1 

1.0 

0.8 

0.7 

36 

3.34 

1.76 

1260 

.9 

1  5 

1.2 

1.1 

0.9 

0.8 

0.6 

37 

3.21 

1.80 

1295 

.7 

1  4 

1.2 

1.0 

0.8 

0.7 

0.6 

38 

3.09 

1.96 

1330 

.6 

1  3 

1.1 

1.0 

0.8 

0.6 

0.5 

39 

2.98 

2.07 

1365 

.5 

1  2 

1.0 

0.9 

0.7 

0.6 

0.5 

40 

2.87 

2.18 

1400 

.4     1  1 

1.0 

0.8 

0.7 

0.6 

0.5 

106 


ARCHITECTURAL   IRON    WORK. 


HEAVY  BEAM— 135  LBS.  PER  YAED. 


TRENTON  BEAM. 

Length,  in 

Weight,  in 

Length,  in 

Weight,  in 

inches. 

Ibs. 

feet. 

Ibs. 

I  Depth,  10|  inches. 
Width    of   flanges,   5 
inches. 
Thickness  of  stem,  .47 
inch. 
Area  of  cross  -section, 
13.36  sq.  inches. 

1 

2 
3 
4 
5 
6 
7 
8 
9 
10 

3.7 

7.5 
11.2 
15.0 
18.7 
22.5 
26.2 
30.0 
33.7 
37.5 

1 

2 
3 
4 
5 
6 

45 
90 
135 
180 
225 
270 

11 

41.2 

ll 

•l-l 

J 

Proper  Distance  in  feet,  between  Centres  of  Beams, 

J2  ^ 
1  5 

8  f 

f-i 

afc 
21 

1 
3 

for  load,  in  Ibs.,  per  square  foot  of—  ' 

1 

i 

II 

oil 

«ll 

.1 

1 

,Q 

1 

03 

.Q 

1 

a 

§i 

02 

p"*r 

1 

§ 

§ 

g 

1 

i 

1 

6 

16.22 

0.03 

270 

54.1 

43.3 

36.0 

30.9 

27.0 

21.6 

18.0 

7 

16.20 

0.05 

315 

46.3 

37.0 

30.9 

26.5 

23.1 

18.5 

15.4 

8 

16.18 

0.07 

360 

40.4 

32.3 

27.0 

23.1 

20  2 

16.2 

13.5 

9 

16.16 

O.JO 

405 

35.9 

28.7 

24.0 

20.5 

18.'0 

14.4 

1-2.0 

10 

16.14 

0.14 

450 

32.3 

25.8 

21.5 

18.5 

16.1 

12.9 

10.8 

11 

16.12 

0.16 

495 

29.3 

23.4 

19.5 

16.7 

14.6 

11.7 

9.8 

12 

14.73 

0.19 

540 

24.5 

19.6 

16.4 

14.0 

12.2 

9.8 

8.2 

13 

13.55 

0  23 

585 

20.8 

16.7 

13.9 

11.9 

10.4 

8  3 

6.9 

14 

12.54 

0.27 

630 

17.9 

14.3 

11.9 

10.2 

8.9 

7.2 

6.0 

15 

11.66 

0.31 

675 

15.5 

12.4 

10.4 

8.8     7.7 

6.2 

5.2 

16 

10  89 

0.35 

720 

13.6 

10.9 

9.1 

7.8 

6.8 

5  4 

4.5 

17 

10.20 

0.39 

765 

12.0 

9.6 

8.0 

6.9 

6.0 

4.8 

4.0 

18 

9.59 

0.44 

810 

10.7 

8.5 

7.1 

6.1 

5.3 

4.3 

3.6 

19 

9.05 

0.49 

855 

9.5 

7.6 

6.3 

5.4 

4.7 

3.8 

3.2 

20 

8.55 

0.54 

900 

8.6 

6.9 

5.7 

4.9 

4.3 

3.4 

2.9 

21 

8.10 

0.60 

945 

7.7 

6.2 

5.1 

4.4 

3.8 

3.1 

2.6 

22 

7.69 

0.66 

990 

7.0 

5.6 

4.7 

4.0 

3.5 

2.8 

2.3 

23 

7.31 

0.72 

1035 

6.4 

5.1 

4.2 

3.7 

3.2 

2.6 

2.1 

24 

6.96 

0.78 

1080 

5.8 

4.6 

3.9 

3.3 

2.9 

2.3 

1.9 

25 

6.64 

0.85 

1125 

5.3 

4.2 

3.5 

3.0 

2.6 

2.1 

1.8 

26 

6.34 

0.92 

1170 

4.9 

3.9 

3.3 

2.8 

2.4 

2.0 

1.6 

27 

6.06 

0.99 

1215 

4.5 

3.6 

3.0 

2.6 

2.2 

1.8 

1.5 

28 

5.80 

1.07 

1260 

4.1 

3.3 

2.8 

2.4 

2.0 

1.6 

1.4 

29 

5.55 

1.14 

1305 

3.8     3.0 

2.6 

2.2 

1.9 

1.5 

1.3 

30 

5.32 

1.22 

1350 

3.5 

2.8 

2.4 

2.0 

1.7 

1.4 

1.2 

31 

5.11 

1.30 

1395 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

11 

32 

4.90 

1.39 

1440 

3.1 

2.5 

2.0 

1.8 

1.5 

1.2 

1.0 

33 

4.71 

1.48 

1485 

2.9 

2.3 

1.9 

1.7 

1.4 

1.2 

1.0 

34 

4.53 

1.57 

1530 

2.7 

2.2 

1.8 

1.6 

1.3 

1.1 

0.9 

35 

4.35 

1.67 

1575 

2.5 

2.0 

1.7 

1.4 

1.2 

1.0 

0.8 

36 

4.19 

1.76 

1620 

2.3 

L.8 

1.6 

1.3 

1.1 

0.9 

0.8 

37 

4.03 

1.86 

1665 

2.2     1.7 

1.5 

1.2 

1.1 

0  9 

0.7 

38 

3.88 

1.96 

1710 

2.0     1.6 

1.4 

1.0 

1.0 

0.8 

0.7 

39 

3.74 

2.07 

1755 

1.9     1.5 

1.3 

1.0 

0.9 

0.8 

0.6 

40 

3.60 

2.18 

1800 

1.8 

1.4     1.2 

1.0 

0.9 

0.7 

0.6 

AKCHITECTUKAL    IKON    WOKK. 


107 


12J-INCH  LIGHT  BEAM— 125   LBS.  PER  YAED. 


TKENTON  BEAM. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth,  12±  inches. 
Width  of  flanges,  4.8 
inches. 
Thickness    of    stem, 
0.47  inch. 
Area  of  cross-section, 
12.33  sq.  inches. 

1 
2 

3 

4 
5 

6 

7 
8 
9 
10 
11 

3.5 
6.9 
10.4 
13.9 
17.4 
20  8 
24.3 
27.8 
31.2 
34.7 
38.2 

1 

2 

3 
4 
5 
6 

41.7 
83.3 
125.0 
166.7 
208.3 
250.0 

i  i,« 

_>»       «j 

.S   « 

1 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

•°£.§ 

§3-8  J$ 

c-3   • 

c 

for  load,  in  Ibs.,  per  square  foot  of  — 

s^ 

llfi 

2  "-* 

J" 

•S 

» 

1 

1 

* 

1 

3 

1 

pa 

|11? 

|ll 

i 

i 

i 

i 

i 

i 

6 

18.73 

0.03 

250.0 

62.4   49.9 

41.6 

35.7 

31.2 

25.0 

20.8 

7 

18.70 

0.05 

291.7 

53.4   42.7 

35.6 

30.5 

26.7 

21.4 

17.8 

8 

18  68 

0.07 

333.3 

46.7    37.4    31.2 

26.7 

23  3 

18.7 

15.6 

9 

18.66 

0.09 

375.0     41.5    33.2    27.6 

2:5.7 

20.7 

16.6 

13.8 

10 

18.64 

0.12 

416.7 

37.3   29.8 

24.8 

21.3 

18.6 

14.9 

12.4 

11 

16.91 

0.14 

458.3 

30.7   24  6 

20.5 

17.5 

15.3 

12.3 

10.2 

12 

15.46 

0.17 

500.0 

25  8   20.6 

17.2    14.7 

12.9 

10.3 

8.6 

13 

14.23 

0.20 

541  7 

21.9    17.5 

14.6    12.5 

10.9 

8.8 

7.3 

14 

13.17 

0.23 

583.3 

18.8   15.0 

12.5    10.7 

9.4 

7.5 

6.3 

15 

12.25 

0.26 

625.0 

16.3 

13.0 

10.9 

9.3 

8.1 

6.5 

5.4 

16 

11.45 

0  30 

666.7 

14.3 

11.4 

9.5 

8.2 

7.1 

5.7 

4.8 

17 

10.73 

0.34 

708.3 

12.6 

10.1 

8.4     7.2 

6.3 

5.0 

4.2 

18 

10.10 

0.38 

750.0 

11.2 

9.0 

7.5     6.4 

5.6 

4.5 

3.7 

19 

9.52 

0.42 

791.7 

10.0 

8.0 

6.7 

5.7 

5.0 

4.0 

3.3 

20 

9.01 

0.46 

833.3 

9.0 

7.2 

6.0 

5.1 

4.5 

3.6 

3.0 

21 

8.54 

0.51 

875.0 

8.1 

6.5 

5.4 

4.6 

4.0 

32 

2.7 

22 

8.11 

0.56 

916.7 

7.4 

5.9 

4.9 

4.2 

3.7 

3.0 

2.5 

23 

7.72 

0.62 

958.3 

6.7 

5.4 

4.5 

3.8 

3.3 

2.7 

2.2 

24 

7.35 

0.67 

1000.0 

6.1 

4.9 

4.1 

3.5 

3.0 

2.4 

2  0 

25 

7.1)2 

0.73 

1041.7 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

26 

6.71 

0.79 

1083.3 

5.1 

4  1 

3.4 

2.9 

2.5 

2.0 

1.7 

27 

6.42 

0.85 

1125.0 

4.7 

3.7 

3.2 

2.7 

2.3 

1.9 

1.6 

28 

6.15 

0.91 

1166.7 

4.4 

3.5 

2.9 

2.5 

2.2 

1.8 

1.5 

29 

5.90 

0.98 

1208.3 

4.1 

3.3 

2.7 

2.3 

2.0 

1.6 

1.4 

30 

5.66 

1.05 

1250.0 

3.8 

3.1 

2.5 

2.2 

1  9 

1.5 

1.3 

31 

5.43 

1.12 

1291.7 

3  5 

2.8 

2.3 

2.0 

1.7 

1.4 

1.2 

32 

5.22 

1.19 

1333.3 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

1.1 

33 

5.02 

1.27 

1375.0 

3.1 

2.5 

2.0 

1.8 

1.5 

1.2 

1.0 

34 

4.83 

1.35 

1416.7 

2.8 

2.3 

1.9 

1.6 

1.4 

1.1 

0.9 

35 

4.66 

1  43 

1458.3 

2.7 

2.1 

1.8 

1.5 

1.3 

1.1 

0.9 

36 

4.49 

1.52 

1500.0 

25 

2.0 

1.7 

.4 

1.2 

1.0 

0.8 

37 

4.32 

1  60 

1541.7 

2.3 

1.9 

1.6 

.3 

1.1 

0.9 

0.8 

38 

4.17 

1.68 

1583.3 

2.2 

1.8 

1.5 

.2 

1.1 

0.9 

0.7 

39 

4.02 

1.77 

1625.0 

2.1 

1.7 

1.4 

.2 

1.0 

0.8 

0.7 

40 

3.88 

1.87 

1666.7 

1.9 

1.5 

1.3 

.1 

0.9 

0.8     0.6 

108 


ARCHITECTURAL   IKON   WORK. 


12J-INCH   HEAVY  BEAM— 170  LBS.   PEE  YAKD. 


TBENTON  BEAM. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth.   12-^-p  inches 

1 

4.7 

1 

56.7 

Width  of  flanges,  5-J- 
inches. 

Thickness    of    stem, 
0.6  inch. 

Area  of  cross-section, 
16.77  sq.  inches. 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 

9.4 

14.2 
18.9 
23.6 
28.3 
33.1 
37.8 
42.5 
47.2 
51.9 

2 
3 
4 
5 
0 

113.3 
170.0 
226.7 
283.3 
340.0 

-II 

-    3 

T- 

1 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 
for  load,  in  Ibs.,  per  square  foot  of  — 

g    .S 

IS* 

||p 

111 

i 

1 

1 

1 

1 

1 

03 

£ 

gja 

ill's 

i  ji 

'S 

S 

5 

i 

£ 

§ 

0 

"~ 

°* 

<S*          i       vj 

6 

25.39 

0.03 

340.0 

84.6 

67.8 

56.4 

48.3 

42.3   33.8   28.2 

7 

25.36 

0.05 

396.7 

72.5 

58.0 

48.3 

41.4 

36.2    29.0   24.2 

8 

25.33 

0.07 

453.3 

63.3 

50.6 

42.2 

36.2 

31.6!  25.3 

21.1 

9 

25.30 

0.09 

510.0 

56.2 

44.9 

37.5 

32.1 

28.11  22.5 

18.7 

10 

25.27 

0.12 

566.7 

50.5 

40.4 

33.7 

28.9 

25.2   20.2 

16.8 

11 

22.91 

0.14 

623.3 

41.6 

33.3 

27.7 

23.8 

20.8    16.6 

13.9 

12 

20.95 

0.16 

680.0 

34.9 

27.9 

23.3 

19.9 

17.4    13.9 

11.6 

13 

19.28 

0.20 

736.7 

29.7 

23.7 

19.8 

17.0 

14.8    11.9 

9.9 

14 

17.85 

0.23 

793.3 

25.5 

20.4 

17.0 

14.6 

12.7   10.2 

8.5 

15 

16.61 

0.26 

850.0 

22.1 

17.7 

14.8 

12.6 

11.0     8.9 

7.4 

16 

15.52 

0.30 

906.7 

19.4 

15.5 

12.9 

11.1 

9.7 

7.8 

6.5 

17 

14.55 

0.34 

963.3 

17.1 

13.7 

11.4 

9.7 

8.5 

7.0 

5.7 

18 

13.68 

0.38 

1020.0 

15.2 

12.1 

10.1 

8.7 

7.6 

6.1 

5.1 

19 

12.91 

0.42 

1076.  7 

13.6 

10.9 

9.0 

7.8 

6.8 

5.4 

4.5 

20 

12,21 

0.46 

1133.3 

12.2 

9.9 

8.1 

7.0 

6.1 

4.9 

4.1 

21 

11  57 

0.51 

1190.0 

11.0 

8.9 

7.3 

6.3 

5.5 

4.4 

3.7 

22 

10.99 

0.56 

1246.  7 

10.0 

8.0 

6.7 

5.7 

5.0 

4.0 

3.3 

23 

10.46 

0.62 

1303.3 

9.1 

7.3 

6.1 

5.2 

4.5 

3.6 

3.0 

24 

9.96 

0.67 

1360.0 

8.3 

6.7 

5.5 

4.7 

4.1 

3.3 

2.8 

25 

9.51 

0.73 

1416.7 

7.6 

6.1 

5.1 

4.3 

3.8 

9  3.0 

2.5 

26 

9^09 

0.79 

1473.3 

7.0 

5.6 

4.7 

4.0 

3.5 

2.8 

2.3 

27 

8.70 

0.84 

1530.0 

6.4 

5.1 

4.3 

3.7 

3.2 

2.6 

2.1 

28 

8.33 

0.91 

1586.7 

5.9 

4.7 

4.0 

3.4 

2.9 

2.4 

2.0 

29 

7.99 

0.98 

1643.3 

5.5 

4.4 

3.7 

3.1 

2.7 

2.2 

1.8 

30 

7.67 

1.05 

1700.0 

5.1 

4.1 

3.41     2.9 

2.5 

2.0 

1.7 

31 

7.36 

1.12 

1756.7 

4.7 

3.7 

3.2 

2.7 

2.3 

1.9 

1.6 

32 

7.08 

1.20 

1813.3 

4.4 

3.5 

2.9 

2.5 

2.2 

1.8 

1.5 

33 

6.81 

1.27 

1870.0 

4.1 

3.3 

2.7 

2.3 

2.0 

1.6 

1.4 

34 

6.55 

1.35 

1926.7 

3.8 

3.0 

2.6l     2.2 

1.9 

1.5 

1.3 

35 

6.31 

1.43 

1983.3 

3.6 

2.9 

2.4     2.1 

1.8 

1.4 

1.2 

36 

6.08 

1.52 

2040.0 

3.4 

2.7 

2.21     1.9 

1.7 

1.4 

1.1 

37 

5.86 

1.60 

2096.7 

3.2 

2.6 

2.1     1.8 

1.6 

1.3 

1.1 

38 

5.65 

1.68 

2153.3 

3.0 

2.4 

2.0     1.7 

1.5 

1.2 

1.0 

39 

5:45 

1.77 

2210.0 

2.8 

2.3 

1.9 

i.a 

1.4 

1.1 

0.9 

40 

5  25 

1.87 

2266.7 

2.6 

2.1 

1.7 

1.5 

1.3 

1.0 

0.9 

ARCIIITECTUKAL   IKON   WORK. 


109 


15-INCH   LIGHT  BEAM— 150  LBS.   PEE  YAED. 


TRENTON  BEAM. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth,  15-,rib-  inches. 
Width    of    flanges,  5 
inches. 
Thickness  of  stem,  0.5 
inch. 
Area  of  cross-section, 
15.04  sq.  inches. 

1 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 

4.2 
8.3 

12.5 
16.7 
20.8 
25.0 
29.2 
33  3 
37.5 
41.7 
45.8 

1 

2 
3 
4 
5 
6 

50 
100 
150 
200 
250 
300 

fl 

f5i 

a.  3 

S 

Proper  Distance,  in  feet,  between  Centres  of  Beams, 

1=1 

o-S 

1 

for  load,  in  Ibs.,  per  square  foot  of  — 

JD'J 

o-o5>f 

'-w  3 

ft 

o| 

•g  1*3 

Sf  . 

If 

. 

. 

BJ 

. 

. 

. 

« 

|g 

^••2  a 

«•§•§ 

bo 

£ 

£ 

•Q 

S 

2 

S 

,Q 

5g 

I"2 

«  a  o 

'S 

I 

§ 

i 

g 

1 

1 

i 

6 

24.90 

0.02 

300 

83.0 

66.4 

55.3 

47.4 

41.5 

33.2 

27.7 

7 

24.88 

0.03 

350 

71.1 

56.9 

47.4 

40.6 

35.5    28.4   23.7 

8 

24.85 

0.05 

400 

62.1 

49.7 

41.4 

35.5 

31.1,  24.8 

20.7 

9 

24.83 

0  07 

450 

55.2 

44.1 

36.8 

31.5 

27.6   22.1 

18.4 

10 

24.80 

0.09 

500 

49.6 

39.7 

33.1 

28.3 

24.8    19.8 

16.5 

Jl 

24.77 

0.12 

550 

45.0 

36.0 

30.0 

25.7 

22.5    18.0 

15.0 

12 

22  66 

0.14 

600 

37.8 

30.2 

25.2 

21.6 

18.9 

15.1 

12.6 

13 

20.87 

0.16 

650 

32.1 

25.7 

21.4 

18.3 

16.0 

12.8 

10.7 

14 

19.33 

0.19 

700 

27.6 

22.1 

18.4 

15.8 

13.8 

11.0 

9.2 

15 

17.99 

0.21 

750 

24.0 

19.2 

16.0 

13.7 

12.0 

9.6 

8.0 

16 

16.82 

0.24 

800 

21.0 

16.8 

14.0 

12.0 

10.5 

8.4 

7.0 

17 

15.78 

0.28 

850 

18.6 

14.9 

12.4 

10.6 

9.3 

7.4 

6.2 

18 

14.85 

0  31 

900 

16.5 

13.2 

11.0 

9.4 

8.3 

6.6 

5.5 

19 

14.02 

0.34 

950 

14.8 

11.8 

9.8 

8.4 

7.4 

5.9 

4.9 

20 

13.27 

0.38 

1000 

13.3 

10.6 

8.8 

7.6 

6.6 

5.3 

4.4 

21 

12.59 

0.42 

1050 

12.0 

9.6 

8.0 

6.9 

6.0 

4.8 

4.0 

22 

11.97 

0.46 

1100 

0.9 

8.7 

7.2 

6.2 

5.4 

4.3 

3.6 

23 

11.40 

0  50 

1150 

9.9 

7.9 

6.6 

5.6 

4  9 

3.9 

3.3 

24 

10.88 

0.55 

1200 

9.1 

7.3 

6.0 

5.2 

4.5 

3.6 

3.0 

25 

10.39 

0.59 

1250 

8.3 

6.7 

5.5 

4.7 

4.1 

3.3 

2.8 

26 

9.95 

0.64 

1300 

7.6 

6.1 

5.1 

4.3 

3.8 

3.0 

2.5 

27 

9.53 

0.69 

1350 

7.1 

5.6 

4.7 

4.0 

3.5 

2.8 

2.4 

28 

9.14 

0.75 

1400 

6.5 

5.2 

4.3 

3.7 

3.2 

2.6 

2.3 

29 

8.77 

0.80 

1450 

6.0 

4.8 

4.0 

3  4 

3.0 

2.4 

2.0 

30 

8.43 

0.86 

1500 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

31 

8.11 

0.92 

1550 

5.2 

4.2 

3.5 

3.0 

2.6 

2.1 

1.7 

32 

7.81 

0.98" 

1600 

4.9 

3.9 

3.2 

2  8 

2.4 

1.9 

l.ii 

33 

7.52 

1.04 

1650 

4.5 

3.6 

3.0 

2.6 

2.2 

1.8 

1.5 

34 

7.25 

1.10 

1700 

4.3 

3.4 

2.8 

2.5 

2.1 

1.7 

1.4 

35 

7.00 

1.17 

1750 

4.0 

3.2 

2.7 

2.3 

2.0 

1.6 

1.3 

36 

6.75 

1.23 

1800 

3.7 

3.0 

2.5 

2.1 

1.8 

1.5 

1.2 

37 

6.52 

1.80 

1850 

3.5 

2.8 

2.3 

2.0 

1.7 

1.4 

1.3 

38 

6.30 

1.37 

1900 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

1.1 

39 

6.09 

1.45 

1950 

3.1 

2.5 

2.1 

1.8 

1.5 

V1.2 

1.0 

40 

5.89 

1.52 

2000 

2.9 

2.3 

2.0 

1.7 

1.4 

1.2 

1.0 

110 


ARCHITECTURAL   IKON    WORK. 


15-INCH    HEAVY  BEAM— 200  LBS.  PER  YARD. 


TRENTON  BEAM. 

Length,  in 
inches. 

Weight,  in 
Ibs. 

Length,  in 
feet. 

Weight,  in 
Ibs. 

I  Depth,  15i  inches. 
Width  of  flanges,  5| 
inches. 
Thickness    of    stem, 
0.6  inch. 
Area  of  cross-section, 
20.02  sq.  inches. 

1 
2 
3 
4 
5 
6 
7 
8 
9 
10 
11 

5.6 
11.1 
16.7 
22.2 

27.7 
33.3 
38.9 
44.4 
50.0 
55.6 
61.1 

1 

2 
3 
4 
5 

66.7 
133.3 
200.0 
266.7 
333.3 

j! 

|l| 

3.2 
3 

o  -^ 

1 
.3 

?roper  Distance,  in  feet,  between  Centres  of  Beams, 
for  load,  in  Ibs.,  per  square  foot  of  — 

s2 

^l^o 

2  f 

+r 

_ 

§l 

O    01      . 

-a 

1 

J5 

a 

I 

1 

JB 

1 

P 

Jr2 

a-2-2 

i 

1 

i 

i 

i 

i 

i 

1 

6 

30.97 

0.02 

400.0 

103.2,  82.6    68.8 

59.0 

51.6 

41 

34.4 

7 

30.93 

0.03 

466.7 

88.  4f  70.7   58.9 

50.5 

44.2 

85. 

29.5 

8 

30.90 

0.05 

533.3 

77-2!  61.  8|  51.5 

44.1 

38.6 

30.9 

25.8 

9 

30.87 

0.07 

600.0 

68.  6,  54.9!  45.7 

39.2 

34.3 

27.4 

22.9 

10 

30.84 

0.09 

666.7 

61.7 

49.3 

41.1 

35.2 

30.8 

24.7 

20.6 

11 

30.80 

0.11 

733.3 

56.0 

44.8 

37.3 

32.0 

28.0 

22.4 

18.7 

12 

30  77 

0.14 

800.0 

51.3!  41.0   34.2 

29.3 

25.6 

20.5 

17.1 

13 

28.34 

0.16 

866.7 

43.6    34.9 

29.1 

24.9 

21.8 

17.4 

14.5 

14 

26.25 

0.19 

933.3 

37.5;  30.0 

25.0 

21.4 

18.7 

15.0 

12.5 

15 

24.43 

0.21 

1000.0 

32.  6i  26.1 

21.7 

18.6 

16.3 

13.0 

10.9 

16 

22.84- 

0.24 

1066.7 

28.6   22.8 

19.0 

16.3 

14.3 

11.4 

9.5 

17 

21.43 

0.28 

1133.3 

25.2    20.2 

16.8 

14.4 

12.6 

10.1 

8.4 

18 

20.18 

0.31 

1200.0 

22.4    17.9 

14.9 

12.8 

11.2 

9.0 

7.5 

19 

19.05 

0.34 

1266.7 

20.0    16.0 

13.4 

11.5 

10.0 

8.0 

6.7 

20 

18.03 

0.38 

1333.3 

18.0    14.4 

12.0 

10.3 

9.0 

7.2 

6.0 

21 

17.11 

0.42 

1400.0 

16.3!  13.0 

10.9     9.3 

8.1 

6.5 

5.4 

22 

16.27 

0.46 

1466.7 

14.  81  11.8 

9.9     8.5 

7.4 

5.9 

4.9 

23 

15.49 

0.50 

1533.3 

13.5 

10  8 

9.0     7.7 

6.7 

5.4 

4.5 

24 

14.78 

0.55 

1600.0 

12.3 

9.8 

8.2     7.0 

6.1 

49 

4.1 

25 

14.13 

0.59 

1666.7 

11.3 

9.0 

7.5 

6.5 

5.6 

4.5 

3.8 

26 

13.52 

0.64 

1733.3 

10.4 

8.3 

6.9 

6.0 

5.2 

4.2 

3.5 

27 

12.95 

0.69 

1800.0 

9.6 

7.7 

6.4 

5.5 

4.8 

3.8 

32 

28 

12.42 

0.75 

1866.7 

8.9 

7.1 

5.9 

5.0 

4.4 

3.5 

3.0 

29 

11.93 

0.80 

1933.3 

8.2 

66 

5.5 

4.7 

4.1 

3.3 

2  7 

30 

11.47 

0.86 

2000.0 

7  6 

6.1 

5.1 

4.3 

3.8 

3.0 

2.5 

31 

11.03 

0.92 

2066.7 

7.1 

5.7 

4.7 

4.0 

3.5 

2.8 

2.4 

32 

10.62 

0.98 

2133.3 

6.6 

5.3 

4.4 

3.8 

3.3 

2.6 

2  2 

33 

10.23 

1.04 

2200.0 

6.2 

5.0 

4.1 

3.5 

3  1 

2.5 

2.1 

34 

9.87 

1.10 

2266.7 

5.8 

4.7 

3.9 

3.3 

2.9 

2.3 

1.9 

35 

9.52 

1.17 

2333.3 

5.4 

4.3 

3.6 

3.1 

2.7 

2.2 

1.8 

36 

9.19 

1.23 

2400.0 

5.1 

4.1 

3.4 

2.9 

2.5 

2  0 

1.7 

37 

8.87 

1.30 

2466.7 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

38 

8.57 

1.37 

2533.3 

4.5 

3.6 

3.0 

2.6 

2.3 

1.8 

1.5 

39 

8.29 

1.45 

2KOO.O 

4.3 

3.4 

2.8 

2.5 

2.2 

1.7 

1.4 

40 

8.02 

1.52 

2666.7 

4.0 

3.2 

2.7 

2.3 

2.0 

1.6 

1.3 

ARCHITECTURAL    IRON   WORK. 


Ill 


KELATIVE  EFFICIENCY  OF  BEAM. 
It  is  obviously  most  economical  to  employ  the  beam  which 
shall  support  the  greatest  load  in  proportion  to  its  weight. 
The  following  table  presents  the  strength  of  each  pattern  of 
beam  divided  by  its  weight,  and  gives  the  means  of  comparing 
the  economical  efficiency  of  the  different  sections.  The  higher 
prices  per  pound  of  the  larger  beams  diminish  somewhat 
their  relative  economy  ;  but  still  it  will  be  found  that,  when 
the  circumstances  admit  of  their  use,  the  deepest  beams  are  the 
most  economical. 


TRENTON  BEAM. 

C_ 
w 

TRENTON  BEAM. 

0  _ 
W~~ 

4  inch,  Light  . 

10  03 

9  inch   Light 

21  73 

"       Heavy  

9  95 

''       Heavy  

Z2  28 

5  inch   Light 

12  90 

"       Extra 

21  44 

'  '       Heavy  

12  27 

10£  inch,  Light     

27  20 

6  inch,  Light  

15  65 

26  64 

'  '      Heavy.  .    . 

15  36 

12£  inch,  Light     

30  64 

7  inch  

16  92 

28.41 

8  inch,  Light.. 

20  75 

15  inch    Light           .            . 

36  76 

"      Heavy  

20  99 

37  41 

t 

SETTING  AND   CONNECTING  BEAMS. 

Beams  for  floors  with  brick  arches  should  have  a  bearing  on 
wall  of  about  eight  inches. 

Tie-rods  from  £  inch  to  -J-  inch  diameter  are  ordinarily  em- 
ployed to  take  the  thrust  of  the  brick  arches,  and  to  add  to  the 
security  of  the  floor.  These  may  be  spaced  from  eight  to  ten 
times  the  depth  of  the  beam  apart,  and  the  holes  for  them  are 
usually  punched  at  the  centre  of  the  depth  of  the  beam. 

When  beams  are  used  to  support  walls,  or  as  girders  to  carry 
floor-beams,  they  are  often  placed  side  by  side,  and  should  in 
this  case  be  furnished  with  cast-iron  separators  fitting  between 
the  flanges,  so  as  to  firmly  combine  the  two  beams.  These 
separators  may  be  placed  about  the  same  distance  apart  as  the 
tie-rods. 


112 


ARCHITECTURAL   IRON   WORK. 


BEAMS  UNSUPPORTED  SIDEWAYS. 
The  foregoing  tables  are  calculated  on  the  assumption  that  the 
beams  are  secured  against  deflection  sideways  by  filling  in  be- 
tween them  with  brick  arches,  or  in  any  other  suitable  manner. 
Beam's  unsupported  sideways,  of  any  considerable  length,  are  li- 
able to  fall  under  a  much  lighter  load  by  yielding  laterally. 
The  following  table  gives  a  comparison  of  the  loads  which  will 
be  supported  safely  in  either  case  for  each  five  feet  of  span : 


1 

4J 

ft 

1 

1 

f 

£ 

uC 

i 

43 

,12 

bo 

1 

s-S 

TKENTON  BEAM. 

•gs 

*9 

-S3 

o  ** 

*a 

•gw 

jg 

o 

•S3 

$8 

i 

£ 

e 

c 

1 

.a 

fl 

e 

.s 

.s 

02 

•*p 

•* 

to 

IO 

CO 

O 

t- 

oo 

CO 

10 

Supported  

1.45 

1  78- 

1.88 

2,40 

3.  06 

3.76 

4.95 

6.64 

8.27 

Unsupported     .    .  . 

0  98 

1  9,7 

1.28 

1  71 

2.14 

2.85 

3.74 

5.35 

7.01 

15 

Supported  

0  93 

1   13 

1.22 

1   54 

1.99 

2.44 

3.22 

4  34 

5.40 

Unsupported  

0.42 

0.57 

0.56 

0.78 

0.97 

1.39 

1.82 

2.78 

3.80 

20 

Supported 

0  65 

0  80 

0.87 

1  10 

1.43 

1.75 

2.32 

3.16 

3.93 

Unsupported  

0  16 

0  24 

0.24 

0  35 

0.45 

0.69 

0.92 

1.52 

2.20 

35 

Supported 

2.43 

3.03 

Unsupported  

0.82 

1.27 

.! 

cc 

TRENTON  BEAM. 

e> 

J 

Oi 

9  inch  Ex- 
tra Heavy. 

i! 

o 

!>> 

n 

•^M 

If 

12K  inch 
Heavy. 

15  inch 
Light. 

JO 

10 
15 
20 
25 

Supported  
Unsupported   

7.48 
5.71 
4.89 
2.84 
3.57 
1.48 
2.75 
0.76 

9.31 
7.54 
6.09 
3.94 
4.44 
2.18 
3.43 
1.20 

13.19 

11.08 
8.62 
5.98 
6.28 
3.42 
4.84 
1.95 

12.83 
11.94 
9.27 
6.53 

6.80 
3.80 

5.28 
2.26 

16.13 
15.42 
11  66 
8.63 
8.55 
5.18 
6.44 
3.16 

18.64 
16.12 
12.26 
9.00 
9.01 
5.40 
7.02 
3.31 

25.27 
22.53 
16.61 
13.00 
12.20 
8.07 
9.51 
5.14 

24.8030.87 
23.88 
18.0024.43 
13.5519.37 
13.27  18.03 
8.29  12.20 
10.4014.13 
5.22    7.92 

Supported 

Unsupported  
Supported  
Unsupported 

Supported  
Unsupported.  . 

The  rule  by  which  this  table  is  calculated  will,  of  course, 
apply  to  beams  of  any  span,  and  is  as  follows : 

RULE. — Multiply  the  co-efficient  for  strength  in  column  II. 
of  the  table  of  "Weights  and  Co-efficients  "  by  the  number 
given  in  column  IV.,  headed  "  Correction  for  Lateral  Deflec- 
tion," and  divide  the  product  by  the  number  in  column  IV., 
plus  the  square  of  the  span  taken  in  feet ;  this  quotient  divided 
by  the  span  in  feet  will  give  the  safe  load  in  pounds. 


AKCHITECTUKAL   IKON   WORK. 


113 


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114 


ARCHITECTURAL   EBON  WORK. 


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ARCHITECTURAL   IRON   WORK.  115 

BEAMS    USED  AS  PILLAKS   OR  STRUTS. 

When  a  learn  is  used  as  a  pillar  or  strut,  and  not  as  a 
girder,  to  find  the  safe  load  in  tons  of  2,000  Ibs.  which  it  will 
support.  If  secured  against  deflection,  either  by  having  accu- 
rately-faced capital  and  base,  or  in  some  other  manner. 

RULE.  —  Multiply  the  area  of  cross-section  of  the  beam  given 
in  column  IX.  of  the  table  of  "Weights  and  Co-efficients" 
by  3,  and  multiply  that  product  by  the  number  given  in 
column  Y.,  and  divide  the  product  so  found  by  the  number 
given  in  column  Y.,  plus  the  square  of  the  longest  length  of 
the  strut  or  pillar,  which  is  unsupported  sideways,  taken  in 
feet  ;  or  if,  by  reason  of  the  pillar  being  supported  sideways, 
it  will  fail,  if  at  all,  by  deflection  edgeways,  substitute  in  the 
above  rule  for  the  number  given  in  column  Y.  that  given  in 
column  YL,  and  for  the  longest  length  unsupported  SIDEWAYS 
substitute  the  longest  length  unsupported  EDGEWAYS. 

If  the  pillar  is  HINGED  or  NOT  FACED  AT  THE  ENDS,  and  thus 
not  secured  against  deflection,  take  in  the  foregoing  rule  one- 
fourth  of  the  number  in  column  Y.  or  YL,  instead  of  the 
whole  number. 

EXAMPLE.  —  What  load  will  an  8-inch  light  beam,  fifteen  feet 
long,  and  having  ends  accurately  faced,  support  as  a  pillar  2 

Area  of  cross-section,  Col.  IX.  =  6.37. 

Number  in  Col.  Y.  =  ISO. 

6.37  x  3  x  180      3440 


180  +  225 

If  the  strut  is  hinged  at  the  ends  so  that  its  bearing  opposes 
no  resistance  to  deflection  sideways,  then  we  should  use  the 

1  SO 
number  -j-  =±  45,  instead  of  180,  and  we  should  have  for  the 

load: 

6.37  x  3  x  45      0  0  . 

=  3'2  tons' 


But  if  hinged  so  that  it  would  deflect  edgeways  we  should 


116  ARCHITECTURAL   IRON   WORK. 

9AQQ 

use  the  number  in  column  YL,  divided  by  4,  viz. :       .     =  658, 


and  the  load  would  be 

6.37  x  3  x  658 


=  14.2  tons, 


658  +  225 

which  is  greater  than  the  strength  of  the  strut  to  resist  deflec- 
tion sideways,  even  when  not  hinged  in  that  direction.  Unless 
supported  sideways,  therefore,  the  load  for  such  a  strut  would 
have  to  be  limited  to  that  found  in  the  case  first  supposed,  viz., 
8.5  tons. 

NOTES  FOE  ENGINEERS. 

BASIS   OF    STRENGTH. 

The  co-efficients  in  the  foregoing  tables,  except  those  in  col- 
umn III.,  headed  "  Maximum  Load,"  correspond  to  a  stress  or 
straining  force  of  12,000  Ibs.  per  square  inch  on  the  part  of 
the  beam  at  which  the  strain  is  a  maximum.  The  co-efficient 
for  strength,  column  II.,  divided  by  the  clear  span  in  feet, 
gives  the  safe  uniformly  distributed  load  of  the  beam  in  Ibs. 
The  greatest  SHEARING  STRESS  on  the  stem  under  the  loads, 
given  in  column  III.  as  the  maximum  allowable,  will  be  4,000 
Ibs.  per  square  inch.  For  any  stress  not  exceeding  the  "  limit 
of  elasticity,"  which  is  about  21,000  Ibs.  per  square  inch,  the 
amount  of  deflection  will  be  in  a  certain  direct  proportion  to 
the  load  applied,  and  on  the  removal  of  the  load  the  beam  will 
regain  its  original  condition.  For  greater  stresses  the  deflec- 
tions will  increase  in  a  much  more  rapid  ratio,  and  the  beams 
will  retain  a  "  permanent  set."  Experiments  on  the  effect  of 
repeated  applications  and  removals  of  the  load,  accompanied 
with  considerable  vibration,  appear,  however,  to  show  that 
when  a  beam  may  be  subjected  to  such  repeated  applications 
of  the  load  an  indefinitely  great  number  of  times,  the  maxi- 
mum stress  should  not  exceed  16,000  Ibs.  per  square  inch. 


ARCHITECTURAL   IRON   WORK.  117 

The  basis  adopted  in  the  above  fable  is  therefore  about  one- 
quarter  of  the  ultimate  stress  for  a  single  application  of  the 
load  ;  four-sevenths  of  the  limit  of  elasticity ;  and  three-quar- 
ters of  the  safe  stress  for  indefinitely  repeated  applications  of 
the  load.  The  loads  determined  by  the  use  of  the  co-efficients 
will  therefore  be  the  SAFE  WORKING  PERMANENT  OR  DEAD  LOADS, 
including  a  sufficient  margin  of  safe  strength  to  allow  for  the 
vibrations  and  ordinary  contingencies  to  which  the  floor-beams 
of  buildings  are  subjected. 

OTHER   BASES    OF    STRENGTH. 

If  a  greater  or  less  basis  of  strength  is  preferred,  the  co-effi- 
cients corresponding  to  it  are  found  by  increasing  or  diminish- 
ing those  given  in  columns  II.,  IV.,  V.,  VI.,  in  the  same  ratio 
as  the  basis  assumed  is  greater  or  less  than  the  basis  of  12,000 
Ibs.  taken  for  the  table.  The  deflections  will  of  course  vary  in 
the  same  ratio  as  the  co-efficients. 


118 


ARCHITECTURAL   IRON   WORK. 


CONDENSED   TABLE   OF   WEIGHTS  AND 
STRENGTHS. 


BEAMS. 

To   find   the  safe  load  in  pounds  for 

Designation 

Trenton  Beams,  when  the  beam  is  sup- 

of 

Weight 

Co-efficient 

ported  at  each  end,  and  the  load  is  UNI- 

Beam. 

per  Foot 

for 

FORMLY  DISTRIBUTED  over  the  span. 

in  Pounds. 

Strength. 

RULE  —  Divide  the  number  given  for  the 

Light     4  inch. 
Heavy    4      ' 
Light     5      ' 
Heavy    5      ' 
Light     6      ' 
Heavy    6      « 
Light     7      ' 
8      ' 

10 
12* 
10 
18* 
18* 
16! 
20 

30  100 
36  800 
38  700 
49  100 
62  600 
76  800 
101  000 

1  QK    f)f)0 

beam  in  the  column  headed  "  Co-efficient 
for  Strength,"    by  the  distance  between 
supports  estimated  in  feet.     The  load  so 
found  will  be  nearly  one-third  of  the  ulti- 
mate or  breaking  strength  of  the  beam. 
When  the  load  is  concentrated  entirely  at 
the  centre  of  the  beam,  one-half  the  above 
amount  must  be  taken. 

Heavy    8      ' 
Light     9      ' 
Heavy    9      ' 

Extra     9      ' 

26! 
38* 

LOO    UUU 

168  000 
152  000 
189  000 
268  000 

The    DEFLECTION    in    inches,   at  the 
middle  of  the  span,  for  such  distributed 
load,  will  be  found  by  dividing  the  square 
of  the  span,  taken  in  feet,  by  seventy  (70) 

Light    10^    ' 

35 

*O\JO    \J\J\J 

286  000 

times  the  depth  of  the  beam,  taken  in 

Heavy  10-fc    ' 

Light    12}    ' 
Heavy  12}    ' 
Light    15      ' 
Heavy  15      ' 

45 
41! 
56! 
50 

360  000 
377  000 
511  000 
551  000 
748  000 

inches. 
EXAMPLE.  —  What  uniformly  distributed 
load  will  a  12}  inch  beam  of  125  Ibs.  per 
yard,  and  having  a  clear  span  of  15  feet, 
bear  with  safety,  and  what  will  be  the  de- 
flection under  this  load? 

CHANNELS.                                    377000 

Light     6  inch. 

11 

41  800 

Ans.  = 

25,133 

Ibs.  =  SAFE  LOAD. 

Heavy    6 

15 

55  400 

15 

Light     9 

16^ 

101  000 

• 

Heavy    9 

24 

147  000 

15x15 

Light    12} 

242  0<  0 

0 

26  in.  : 

=  DEFLECTION. 

Heavy  12} 

46f 

384  000 

70x12} 

PRICES  OF 

EOLLED   I  BEAMS   AND   CHANNELS. 

10^  inch  Beams,  and  smaller,  not  over  30  feet  long, —    cents  per  Ib. 

12}  inch  Beams,  not  over  25  feet  long — }      "         " 

15  inch  Beams,  not  over  20  feet  long — >i      "         " 

Greater  lengths,  }  cent  per  Ib.  extra  for  each  additional  5  feet,  or  part  of 
5  feet. 
Price  of  Channels,  \  cent  per  Ib.  greater  than  that  of  Beams  of  same  size. 

"      "  Punching,  }  cent  per  Ib.;  Plain  Fitting,  }  cent  per  Ib. 

"      u  Punching  and  Fitting  on  same  beam,   f  cent  per  Ib. 

"      "  Wrought  Fittings,  —  cts.  per  Ib.      Cast  Separators,  — cts.  per  Ib. 

"      "  Painting  Beams  or  Fittings,   fa  cent  per  Ib. 


ARCHITECTURAL   IRON   WORK.  119 


TABLE  OF  STRENGTH  OF  RIYETED  GIEDERS. 

When  loads  or  spans  occur  too  great  to  admit  of  the  use  of 
rolled  beams,  it  becomes  necessary  to  employ  riveted  girders 
of  greater  depth.     These  are  usually  made  either  of  I  or  box! 
form,  and  the  following  tables  enable  the  proper  dimensions  of 
such  girders  to  be  determined  with  facility. 

The  numbers  given  in  the  tables  are  the  products  of  that 
portion  of  the  SAFE  DISTRIBUTED  LOAD,  in  tons  of  2,000  Ibs., 
which  can  be  borne  by  each  of  the  component  parts  of  the 
girder,  viz.,  the  stem,  the  angle  iron,  and  the  top  and  bottom 
flanges  multiplied  by  the  clear  span  in  feet,  and  therefore  the 
sum  of  the  numbers  given  by  the  three  tables,  divided  by  the 
length  of  span,  will  give  the  safe  load  of  the  entire  girder. 

The  tables  are  calculated  assuming  a  maximum  strain  on  the 
iron  of  12,000  Ibs.  per  square  inch,  and  it  is  assumed  that  holes 
for  f  "  rivets  are  punched  in  the  plates.  The  third  table  gives 
the  strength  due  to  each  inch  of  effective  width  of  the  top  and 
bottom  plates,  that  is,  of  each  inch  of  width  in  addition  to  the 
diameter  of  the  rivet-holes. 

The  deflection  of  the  girders  with  the  distributed  loads  given 
by  the  tables  will  be,  as  in  the  case  of  rolled  beams,  equal  to 
the  square  of  the  span  in  feet  divided  by  seventy  times  the 
depth  of  the  girder  in  inches. 

If  a  less  strain  per  square  inch  on  the  iron  is  desired,  the 
load  given  by  the  tables  must  be  proportionately  reduced. 

The  relative  strength  and  deflection  for  loads  other  than  uni- 
formly distributed  will  be  determined  by  the  same  rules  as  in 
the  case  of  rolled  beams.  Box  girders  have  more  stiffness  side- 
ways than  those  of  the  I  form,  and  hence  are  used  in  cases 
where  the  girder  is  unsupported  laterally.  In  other  cases  the 
I  section  is  preferred,  being  more  economical  and  more  acces- 
sible for  painting. 


120 


ARCHITECTURAL   IRON   WORK. 


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ARCHITECTURAL   IRON   WORK. 


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122 


ARCHITECTURAL    IRON   WORK. 


MOULDED  EOLLED  WKOUGHT  IKON  BEAMS. 

The  best  form  for  wrought  iron  floor  beams  is  that  known 
as  I  beams.  When  the  fracture  of  a  beam  of  any  kind  is  pro- 
duced by  vertical  pressure,  the  fibres  of  the  lower  section  are 
separated  by  extension,  while  at  the  same  time  those  of  the 
upper  portion  are  destroyed  by  compression. 

In  cast  iron,  the  resistance  to  compression  is  about  6^-  to  1 
of  tenacity ;  therefore,  to  have  the  strongest  section  in 
cast  iron,  the  bottom  flange  must  have  6^-  times  the 
quantity   of  material  that   is   contained   in  the  top 
flange. 

In  wrought  iron,  although  the  ultimate  resistance  to  tension 
is  considerably  greater  than  to  compression,  the  amount  of 
extension  or  compression,  within  the  limits  of  strength  which 
can  be  used  in  practice,  is  about  the  same  for  either  force. 
Makers  of  rolled  beams,  for  convenience  sake,  etc.,  have 
generally  made  the  top  and  bottom  flanges  alike  in  weight  and 
shape. 

The  strength  of  a  rolled  beam  lies  mainly  in  its  vertical 
web,  the  strength  being  in  proportion  to  the  depth  of  web. 
The  horizontal  flanges  give  it  lateral  stiffness  or  power  to  resist 
buckling  or  bending  side-ways. 


In  the  Moulded  Beam,  the  depth  of  web  is  increased,  and 
an  additional  amount  of  material  put  in  the  bottom  flange. 


ARCHITECTURAL   IRON    WORK. 


123 


The  entire  weight  of  brick  arches  and  the  superimposed 
load  comes  on  the  lower  flanges  of  floor  beams — below 
the  neutral  line.  In  the  case  of  plate  girders,  the 
entire  weight  is  usually  placed  on  the  top — above  the 
neutral  line — as,  for  instance,  in  sustaining  a  brick 
wall. 

Fairbairn  lays  down  the  rule  for  plate  girders,  that 
the  upper  flange  should  be  larger  than  the  lower  in 
the  ratio  of  1.35  to  1 ;  and  it  not  only  is  advisable,  but  very 
convenient  to  have  the  top  plate  to  build  upon  wider  than  the 
bottom. 

When  the  weight  comes  on  the  lower  flanges,  as  in  the  case 
of  floor  beams,  an  approximate  amount  of  material  must  be 


provided  in  the  lower  flange  to  make  up  for  the  relatively 
different  positions  of  the  load.  On  the  beam,  the  load  is  at 
the  bottom ;  on  the  girder,  at  the  top. 

For  the  reasons  given,  the  Moulded  Beams  are  stronger  and 
more  rigid  than  the  plain  beams.  Rigidity  prevents  vibration, 
the  avoidance  of  which  is  of  great  importance,  for  the  admis- 
sible deflection  of  beams  is  limited  by  the  amount  which 
would  cause  the  plastering  of  ceilings  to  crack.  The  limit  of 
deflection  thus  allowed  in  beams  is  one-thirtieth  of  an  inch  to 
the  foot  of  span — one  inch  in  thirty  feet  of  span. 

In  cast  iron,  a  knowledge  of  the  absolute  strength  or  resist- 
ance to  rupture  of  a  beam  is  necessary.  In  wrought  iron,  a 
knowledge  of  this  kind  is  not  so  important  as  a  knowledge  of 


124 


ARCHITECTUEAL   IEON   WORK. 


the  power  to  resist  deflection.  By  a  knowledge  of  the  power 
of  a  beam  to  recover  itself  after  the  removal  of  a  load,  is 
ascertained  what  load  may  be  placed  upon  it  without  injury  to 
the  integrity  of  the  metal ;  that  is,  without  set  or  permanent 
deflection. 

The  Moulded  Beams  contain  the  same  width  and  thickness 
of  top  and  bottom  flanges,  and  the  same  thickness  and  depth 
of  web  as  the  standard  plain  beams,  and  have  in  addition  an 
increased  depth  of  web  and  an  increased  amount  of  iron  un- 
derneath the  usual  bottom  flange ;  the  weights  being  in  addi- 
tion to  the  standard  weights  just  what  the  moulding  adds. 
They  must  necessarily  give  better  results  in  points  of  strength 
and  rigidity.  They  can,  therefore,  be  placed  farther  apart 
than  the  plain  beams,  and  thus  prove  more  economical.  Or 
a  smaller  size  can  be  used,  and  be  equivalent  in  strength  to 
larger  sizes  of  plain  beams — a  9-inch  moulded  beam  for  a 
10  inch  plain  beam,  and  so  on.  At  the  ends  of  the  beams, 
where  they  rest  on  the  walls,  small  cast  iron  plates  are  used 
so  as  to  get  level  and  solid  bearings. 


ARCHITECTURAL   IRON   WORK. 


125 


Strength  and  ornament  are  combined.  In  buildings  of  a 
public  character,  such  as  banks,  offices,  etc.,  the  preferable 
mode  of  construction  is  to  use  brick  arches,  and  leave  exposed 
the  lower  flanges  of  the  iron  beams.  The  moulded  bottom 
flange  makes  a  finished  appearance  underneath. 

The  moulding  adds  a  weight  to  the  beams  as  follows : 

Per  lineal  foot : 

2i  Ibs.  3f  Ibs.  5|  IDS. 

on  on  on 

4  in.  Beams,  6  in.  Beams,  8  in.  Beams, 

Light  and  Heavy.  Light  and  Heavy.  Light  and  Heavy. 


6i  Ibs. 

8  Ibs. 

10  Ibs. 

on 

on 

on 

lO^in.  Beams, 

12^  in.  Beams, 

15  in.  Beams, 

Light  and  Heavy. 

Light  and  Heavy. 

Light  and  Heavy. 

FIRE-PROOF    CYLINDRICAL    TILE    FLOORS   AND 

CEILINGS. 


To  secure  a  flat  fire-proof  ceiling,  the  space  between  the 
iron  beams  is  filled  in  with  a  series  of  hollow  cylinders,  and 
hollow  double  concave  binders ;  the  abutment  pieces,  or  end 
binders,  being  shaped  to  fit  the  lower  flange  of  the  beam. 
The  material  is  of  burnt  clay.  All  parts  are  of  equal  thick- 
ness, and  being  cylindrical,  avoids  tensile  strain  and  throws 


126  ARCHITECTURAL   IRON   WORK. 

the  whole  weight  on  the  compress! ve  strength  of  the  hollow 
cylinders,  which  form  perfect  arches  in  themselves,  every  inch 
being  equal  in  strength  to  resist  the  pressure  brought  thereon. 
The  pieces  "  break  joints  "  with  each  other,  and  are  laid  up 
with  thin  cement.  Any  variation  of  space  is  provided  for  by 
a  few  different  widths  of  binders. 

This  construction  gives  the  strength  of  an  arch,  while,  at  the 
same  time,  it  provides  a  flat,  level  ceiling  and  floor,  and  forms 
a  perfect  key  for  the  plastering  and  hard-finish  underneath. 
No  furring  or  lathing  is  required.  The  wooden  floor  boards 
are  laid  upon  wooden  strips  or  joist ;  the  ends  of  the  latter  fit 
under  the  top  flange  of  the  iron  beams.  A  free  circulation  of 
air  thus  surrounds  the  joist  and  floor  boards,  and  preserves 
them  from  dry-rot. 

When  desired  or  necessary,  the  wooden  flooring  may  be  dis- 
pensed with,  and  the  top  covered  with  cement,  or  laid  with 
marble  or  stone  slabs. 

The  forms  secure  the  maximum  of  strength,  durability,  and 
compactness  consistent  with  the  greatest  economy  of  material 
and  labor.  Mechanically  the  construction  is  correct,  while  the 
material  is  the  only  one  known  of  such  an  indestructible  char- 
acter as  to  resist  the  attacks  of  fire,  water,  extreme  changes  of 
temperature,  or  all  these  combined.  This  material — the  same 
as  bricks  are  made  of — has  been  proven  by  the  experience  of 
centuries  to  be  the  only  practical  fire-proof  building  material 
in  existence. 

Unlike  the  thousand  and  one  modern  conglomerations  intro- 
duced under  as  many  different  names,  and  all  equally  deficient 
in  the  first  elements  of  fire-resisting  qualities,  the  tile  used  is 
identical  with  the  ancient  burnt  clay  found  among  the  ruins 
of  every  country  yet  discovered. 

ADVANTAGES. 

A  saving  of  WEIGHT  of  forty  per  cent.,  which  admits  of  a 


ARCHITECTURAL   IKON   WORK.  127 

great  reduction  in  weight  of  iron  beams,  thickness  of  side 
walls  and  foundation. 

A  LEVEL  CEILING  AND  FLOOR,  dispensing  with  furring  and 
lathing ;  also  with  the  concrete  filling  always  necessary  on  the 
top  of  the  old  method  of  solid  brick  arches. 

HEIGHT  of  three  inches  is  saved  between  ceiling  and  floor. 

The  work  can  be  LAID  UP  IN  ANY  SEASON  OF  THE  YEAE. 

SAVING  IN  TIME,  as  the  work  is  dry  almost  as  soon  as  laid. 

STRENGTH  AND  ELASTICITY  IN  RESISTING  SUDDEN  IMPACT,  and 
able  to  carry  with  safety  2,000  pounds  on  each  superficial  foot, 
without  apparent  deflection.  It  will,  indeed,  sustain  a  load  far 
beyond  the  carrying  strength  of  the  iron  beams. 

No  CRACKING  OF  CEILINGS  can  occur,  thus  avoiding  the  peri- 
odical patcliing  up  of  plastering,  and  consequent  repeated 
renewing  of  painting  and  decorations. 

This  floor  is  SOUND-PROOF,  dry,  and  of  even  temperature,  and 
will  last  for  ages. 

It  is  made  of  material  abundant  all  over  the  world,  and 
always  available  and  cheap.  It  is  the  ONLY  MATERIAL  REALLY 
FIRE-PROOF  and  indestructible  to  time  and  the  elements. 


SPECIFICATION 

OF   CYLINDRICAL    TILE   FLOORS   AND    CEILINGS. 

The  spaces  between  the  iron  floor  beams  shall  be  filled  in  with 
hollow  cylinders  eight  inches  in  diameter,  and  hollow  double 
concave  binders  corresponding  to  same ;  the  abutment  pieces, 
or  end  binders,  being  made  to  fit  the  lower  flange  of  the  beam 
and  to  project  about  half  an  inch  below  the  same.  Any  variations 
in  spaces  of  beams  is  to  be  provided  for  by  different  widths 
of  binders.  The  material  to  be  red  clay  (or  fire-clay),  well 
burned,  and  made  not  less  than  three-fourths  of  an  inch  in  the 
thinnest  parts,  and  the  outer  surfaces  grooved  or  roughened  to 


128  ARCHITECTURAL   IKON   WORK. 

give  adhesion  to  the  plaster.  The  pieces  shall  be  about  twelve 
inches  in  length  each,  and  shall  break  joints  with  each  other, 
and  kept  horizontal  on  the  under  side  by  being  laid  up  on 
proper  flat  centres.  The  work  shall  be  laid  up  with  [Portland] 
cement  mortar  in  proportion  of  one  of  cement  to  three  of 
sand.  The  top  of  the  tiles  to  receive  a  coat  of  same  kind  of 
cement  mortar,  half  inch  thick,  laid  water-tight.  The  under 
side  of  iron  beams  (plain  beams)  to  receive  a  coat  of  gauged 
mortar  to  make  them  level  with  the  tiles.  Do  all  cutting  for 
tie-rods  ;  make  good  after  gas  and  other  pipes  are  laid  ;  repair 
any  damage  done ;  and  deliver  the  work  ready  for  plastering. 
Furnish  all  scaffolding,  centres,  tools,  materials,  etc.,  for  set- 
ting the  work.  Water  will  be  provided  to  the  contractor  at  a 
central  point  in  the  building,  on  all  the  stories,  into  tanks  or 
tubs  by  him  provided.  The  work  to  progress  as  the  architect 
will  direct.  Make  such  tests  of  strength  as  may  be  required, 
by  placing  at  the  places  the  architect  may  select  weights  up 
to  1,200  Ibs.  on  the  square  foot,  which  the  tile  are  to  support 
without  apparent  deflection. 

COST  OF  TILE  FLOOES. 

Tiles,  $85.00  per  M. ,  is  per  foot  sup 18  c. 

Breakage,  etc 2 

Laying  up,  on  each  100  feet  square. 

1  bbl.  Portland  cement $6.00 

3"    sand 50 

$6.50 

Labor,  1  mason,  $3 ;  1  helper,  $1.50 4.50 

Scaffolding 1.50 

Cartages 1 .00 

Handling,  etc 50 

$14.00  is  14 

Royalty 3 

Cost  per  superficial  foot 37  c. 

Add  profit  15  per  cent. 


ARCHITECTUEAL   IKON   WOKK.  129 


TEST  OF  STRENGTH. 

From  the  Engineer's  Report  of  the  test  of  strength  of  the  Cylindrical  Tile  Floors,  made  at  the 
new  Capitol  building  at  Albany,  N.  Y.,  January  21,  1874,  under  the  direction  and  in  the  presence 
of  the  Hon.  Wm.  J.  McAlpine,  Chief  Engineer : 

"  A  section  of  8  inch  diameter  tiles,  1  foot  wide  by  a  span  of  4  feet,  was  built  in  between  two 
wrought-iron  beams  placed  4  feet  apart  and  elevated  above  the  floor.  On  the  centre  of  the  sec- 
tion of  tile  a  plate  12"  x  12"  was  laid,  and  on  this  plate  a  total  weight  of  3,604  Ibs.  was  placed. 
This  weight  remained  on  over  night — say  14  hours.  No  perceptible  deflection  took  place ;  and 
the  section  after  the  removal  of  the  weight  was  apparently  in  as  good  condition  as  before  the  test 
was  made. 

"  The  weight  of  3,604  Ibs.  in  the  centre  is  equivalent  to  about  double  the  weight  equally  dis- 
tributed, or  7,200  Ibs.,  which  would  give  1,800  Ibs.  per  foot  superficial.  Say  only  one-half  of  this 
result  be  taken,  900  Ibs.,  so  as  to  be  absolutely  on  the  safe  side.  Now  as  a  variable  load  equal  to 
a  crowd  of  people  may  be  taken  at  120  Ibs.  per  foot  floor  surface,  there  would  be  a  safe  margin  of 
over  seven  times  the  required  strength. 

"  For  warehouses  the  load  to  be  carried  should  be  computed  at  350  Ibs.  and  upwards.  The  test 
of  the  tiles  show  an  ample  margin. 

"  The  test  shows  that  for  all  practicable  purposes  the  Cylindrical  Hollow  Tile  Floors  (con- 
structed as  shown  in  the  illustration)  have  ample  strength  for  the  purposes  for  which  they  are 
intended,  and  far  beyond  the  carrying  strength  of  the  iron  beams  of  the  usual  size  and  placed 
the  usual  distances  apart. 

"  A  strength  beyond  this  is  useless.  It  is  asserted  that  the  section  already  tested  will  bear  a 
weight  applied  in  the  centre  of  8,000  Ibs.  and  upwards  as  its  absolute  strength.  This  would  be 
an  enormous  load.  But  beyond  the  results  already  attained  nothing  further  can  be  desired  in 
strength. 

(Signed)  PETEB  HOGAN,  C.E." 


IRON  EOOFS. 

As  many  elaborate  treatises  on  Hoofs  are  published,  more 
than  a  general  reference  will  not  be  made.  Iron  trusses  for 
rafters  combine  lightness,  strength,  durability,  and  consequent 
economy.  For  simplicity  and  economic  arrangement  of  ma- 
terial, Figs.  1  and  2  are  most  generally  adopted  in  practice. 

For  principals,  I  beams  make  very  good  rafters,  and  in  light 
trusses,  T  bars,  with  or  without  a  plate  ri  vetted  to  the  upper 
flange,  answer  every  purpose.  Struts  may  be  made  of  T  bars 
or  angle  iron,  as  these  forms  afford  great  facility  for  attach- 
ment to  the  rafters. 

Fig.  3  shows  the  modification  of  the  ordinary  King  and 
Queen  Truss  as  adapted  to  wrought  iron.     Figs.  4  and  5  are 
circular  roofs,  the  details  being  very  similar  to  those  for  double 
pitch  roofs. 
9 


130 


ARCHITECTURAL   IKON   WORK. 


Say  57  ft. 

FIG.  1. 


Say  112  ft. 
FlG.  2. 


Say  134  ft. 
FIG.  3. 


Say  63  ft. 
FIG.  4. 


Say  45  ft. 

FIG.  5. 


AKCHITECTUEAL    IRON   WORK. 


131 


Ties  may  be  of  flat  or  round  bars,  attached  by  eyes  and  pins 
or  screw  ends.  Care  should  be  especially  taken  to  properly 
proportion  the  dimensions  of  eyes  and  pins  to  the  strains  upon 
them.  A  very  good  and  safe  rule  in  practice  is  to  make  the 
diameter  of  the  pin  from  three-fourths  to  four-fifths  of  the 
width  of  the  bar  in  flats,  and  one  and  one-fourth  times  the 
diameter  of  the  bar  in  rounds,  giving  the  eye  a  sectional  area 
of  fifty  per  cent,  in  excess  of  that  of  the  bar.  The  thickness 
of  flat  bars  should  be  at  least  one-fourth  of  the  width,  in  order 
to  secure  good  bearing  surface  on  the  pin,  and  the  metal  at  the 
eyes  should  be  as  thick  as  the  bars  on  which  they  are  upset. 

The  details  of  roof  trusses  vary  to  suit  the  character  of  the 
work,  and  the  sections  of  iron  employed.  The  heel  of  the 
rafter  usually  rests  on  the  wall,  in  a  cast-iron  skewback  fitted 
to  the  beam,  and  sloping  to  the  angle  required  by  the  pitch  of 
the  roof  (see  Fig.  6).  The  struts  are  attached  to  the  rafters  by 
cast  caps,  or  by  wrought  strap  plates  (see  Fig.  7),  and  the  joint 
at  their  feet  made  either  for  pin  or  screw  connections  (see  Fig. 
8).  The  peak  is  joined  by  wrought  plates  and  bolts,  the  beams 
having  been  cut  to  the  required  angle  (see  Fig.  9). 


FIG.  6.— HEEL. 


FIG.  7. — STRUT  HEAD- 


FIG.  8 — STRUT  FEET. 


132 


ARCHITECTURAL   IRON   WORK. 


FIG.  9. — PEAKS. 

In  roofs  of  wide  span,  provision  for  expansion  of  the  iron, 
due  to  changes  of  temperature,  must  be  made  by  .resting  the 
skewback  of  one  end  of  the  truss  on  a  cast  wall-plate,  with 
rollers  interposed  to  permit  of  the  sliding  of  the  heel  without 
straining  the  wall ;  but  this  precaution  is  not  necessary  in  roofs 
of  sixty  feet  span  or  less.  Careful  experiments  have  proved 
that  an  iron  rod  one  hundred  feet  long  will  vary  about  -j^-  of  a 
foot  for  a  change  of  temperature  of  150  degrees  Fahren.,  and 
as  this  is  the  greatest  range  to  which  iron  beams  and  rods  in  a 
building  would  probably  be  subjected  in  this  climate,  compen- 
sation to  that  amount  would  be  sufficient  for  all  purposes.  For 
sixty  feet  span  the  vibration  of  each  wall  would  then  be  only 
•j-j-jnf  °^  a  ^°°t  either  waJ  from  the  perpendicular,  a  variation 
so  small  and  so  gradually  attained  that  there  is  no  danger  in 
imposing  it  upon  the  side  walls  by  firmly  fastening  to  them 
each  heel  of  the  rafter.  Expansion  is  also  provided  against  by 
fastening  down  one  heel  with  wall  bolts,  and  allowing  the 
other  to  slide  to  and  fro  on  the  wall-plate,  without  rollers,  as 
shown  in  Fig.  10. 


FIG.  10. 

In  estimating  the  strains  on  roofs,  the  weight  of  the  struc- 
ture itself,  as  well  as  the  loads  to  be  supported,  must  be  taken 


ARCHITECTURAL    IRON   WORK. 


133 


into  account.  Tredgold's  assumption  of  the  total  maximum  ver- 
tical load  at  forty  pounds  per  square  foot  of  horizontal  surface 
is  usually  considered  sufficiently  high ;  but,  if  a  floor  or  ceiling  is 
suspended  to  the  tie  beam,  or  should  the  under  side  of  the  rafters 
be  boarded  and  plastered,  it  is  evident  that  these  additional 
weights  require  more  strength  in  the  roof  for  their  support. 

For  ordinary  roofs  of  short  span,  thirty  pounds  per  square 
foot  is  quite  enough,  however ;  and  for  long  spans  over  sixty 
feet,  thirty-five  pounds  will  be  sufficient  to  provide  for  with 
the  factors  of  safety  in  the  material  that  are  usually  adopted. 
The  stress  upon  each  member  of  the  truss  having  been  found  by 
any  of  the  methods  of  calculation  preferred,  the  sectional  areas 
may  be  found  by  taking  the  tensile  strength  of  good  wrought 
iron  at  10,000  pounds  per  square  inch,  and  the  compressive 
resistance  of  beam  or  shape  iron  at  from  6,000  or  8,000  for  the 
same  unit  of  section.  The  smaller  or  counter-balance  rods 
ought  to  be  made  strong  enough  to  resist  strains  induced  by 
wind  pressure  on  one  side  of  the  roof  only — the  other  half 
being  unloaded. 

Lateral  braces,  as  in  Fig.  11,  should  be  provided  in  each 
end  panel  of  straight  roofs,  as  well  to  secure  the  roof  during 
erection  as  to  provide  an  abutment  that  will  uphold  the  whole 
in  case  of  fire  or  accident.  From  the  panels  so  braced,  tie 
rods  run  to  each  of  the  other  rafters,  and,  with  the  purloins, 
unite  the  roof  into  a  firm  and  compact  whole.  The  gable 
walls  are  sometimes  used  to  anchor  the  end  rods  into,  but  the 
method  shown  in  the  figure  is  that  which  is  generally  preferred. 


IT™ 

X 

X 

1 

| 

X 

X 

| 

X 

X 

1 

X 

X 

I 

FIG.  11. 


134 


ARCHITECTURAL    IRON    WORK. 


Main  rafters  may  be  spaced  from  four  to  twenty  feet  apart,  the 
spacing  being  regulated  by  the  size  of  the  purlin,  and  this  again 
by  the  material  used  for  covering.  For  slate  on  iron  purlins  a 
convenient  spacing  is  about  eight  feet  between  centres  of  raft- 
ers, the  angle  iron  purlins  being  put  at  seven  to  fourteen  inches 
apart,  according  to  the  size  of  the  slate  used,  and  notched  at 
the  ends  into  the  flanges  of  the  rafters.  They  are  held  in 
place  by  tie  rods  that  reach  from  rafter  to  rafter  the  entire 
length  of  the  building,  three  or  four  rows  of  these  rods  being 
placed  between  peak  and  heel,  at  from  six  to  eight  feet  in- 
tervals. On  the  iron  purlins  the  slate  is  laid  directly  and  held 
down  by  copper  or  lead  nails,  clinched  around  the  angle  bar, 
as  shown  in  Fig.  12. 


FIG.  12. — PURLINS. 

"When  greater  intervals  are  used  in  spacing  rafters,  the  pur- 
lins may  be  light  beams  fastened  on  top  or  against  the  sides  of 
the  principals  with  brackets, — allowance  always  being  made  for 
longitudinal  expansion  of  the  iron  by  changes  of  temperature. 
On  these  purlins  are  fastened  wooden  jack  rafters,  carrying  the 
sheathing  boards  or  laths,  on  which  the  metallic  or  slate  cov- 
ering is  laid,  in  the  usual  manner ;  or  sheets  of  corrugated  iron 
may  be  fastened  from  purlin  to  purlin,  and  the  whole  roof  be 
entirely  composed  of  iron. 

When  the  rafters  are  spaced  at  such  intervals  as  to  cause  too 
much  deflection  in  the  purlines,  they  may  be  supported  by  a 


ARCHITECTURAL   IRON   WORK. 


135 


light  beam,  placed  midway  between  the  rafters  and  trussed 
transversely  with  posts  and  rods.  These  rods  pass  through  the 
rafters  and  have  beveled  washers,  screws,  and  nuts  at  each  end 
for  adjustment  (see  Fig.  13). 


r 

D 

! 

i  * 

ill 

j 

.1 

n, 

4. 

j 

--  [P 

^ 

" 

ill 

t 

^-—  ^ 

UJ 

It 

1     ""& 

TifT" 

FIG.  13. — IRON  PURLINS  TRUSSED. 

By  alternating  the  trusses  on  either  side  of  the  rafter 
and  slightly  increasing  the  length  of  the  purlins  above  them, 
leaving  all  others  with  a  little  play  in  the  notches,  sufficient 
provision  will  be  made  for  any  alteration  of  length  in  the  roof, 
due  to  changes  of  temperature. 

When  wooden  purlins  are  employed,  they  may  be  put  be- 
tween the  rafters,  and  held  in  place  by  tie  rods,  or  on  top,  and 
fastened  to  the  rafter  by  brackets  (see  Fig.  14). 


FIG.  14. — WOODEN  PURLINS. 

The  sheathing  boards  and  covering  are  then  nailed  down  on 
top  of  all  in  the  usual  manner. 

In  Fig.  15  the  purlins  of  angle  iron  carry  wooden  strips,  to 
which  are  nailed  the  sheathing  boards  and  covering  material. 


136 


ARCHITECTURAL   IRON   WORK. 


FlG.    15. 

Light  arches  of  tiles  or  hollow  bricks  may  be  turned  on  the 
lower  flanges  of  smaller  transverse  beams,  as  described  for 
floors. 

When  desired  ventilators  or  lanterns  are  added  along  the 
ridge  of  the  roof,  the  attachments  being  securely  made  to  the 
rafters  by  wrought  brackets  and  bolts,  and  the  bracing  effected 
in  a  cheap  and  thorough  manner  by  two  tie  rods  that  run  from 
the  peak  of  the  rafter  to  the  angle  between  the  post  and  rafter 
of  the  ventilator,  the  covering  material  being  attached  as  de- 
scribed for  the  main  rafters. — Phoenix  Iron  Works. 


MANSAKD  EOOFS. 

The  best  fire-proof  Mansard  roof,  and  one  that  has  been  ex- 
tensively used,  is  constructed  with  a  continuous  bed-plate,  top 
beam,  and  uprights,  all  bolted  together,  thus  forming  a  rigid 
framework  of  iron  and  then  filled  in  with  hollow  baked  clay 
tiles. 

The  front  of  the  building  is  carried  up  vertically  to  the 
raking  line  of  the  Mansard.  The  preferable  way,  even  when  the 
front  is  of  cast  iron,  is  to  build  up  a  twelve-inch  brick  wall.  On 
this  is  laid  a  cast-iron  plate,  channel-shaped,  10  inches  wide 
by  -J  inch  thick,  the  edges  turning  up  2  inches.  The  top  plate, 
same  shape,  6  inches  wide  and  £  inch  thick.  The  rafters  are 
H  shape,  3x2+J,  with  an  open  additional  web  projecting 


ARCHITECTURAL   IRON   WORK.  137 

3  inches  at  top  and  7  inches  at  bottom.     In  this  web  wrought 
iron  pins  are  cast — rivets,  with  the  heads  in  the  casting — at 
the  proper  distances,  as  required  by  the  size  of  slate  to  be 
used.     The  rafters  are  bolted  to  the  bottom  plate,  each  with 
two  \  inch  bolts  and  nuts,  and  to  the  top  plate  with  one  f  inch 
bolt  and  nut.     The  rafters  should  not  be  placed  more  than 

4  feet  apart  and  set  up  on  an  inclined  line.     Purlins  of  1  x  fg-, 
are  placed  on  the  outside  of  the   rafters.     The  purlins  are 
first  laid   on  the   rafters   and   marked  for  punching.      The 
purlins,  after  being  punched  with  holes  to  correspond  with 
the  positions  of  the  pins,   are  laid  on,  and   the  pins  partly 
sniped  off  and  hammered  down. 

All  necessary  straps,  anchors,  etc.,  must  be  furnished. 

The  iron  frame  to  be  filled  in  with  hollow  baked  clay-tiles, 
4r£  inches  wide,  laid  up  in  cement.  The  back  of  the  tiles 
—facing  the  room — to  be  plastered  and  hard  finished. 

The  slate  on  the  iron  purlin  bars  to  be  hung  with  suitable 
copper  wire,  carefully  twisted,  two  wires  to  each  slate,  and  the 
slate  made  to  lay  flat. 

In  case  of  a  required  alteration  from  a  wooden  mansard  to  a 
fire-proof  construction,  all  the  present  wood-work  must  be 
taken  down  and  removed ;  a  board  partition  put  up  about  ten 
feet  back  from  the  front;  and  such  scaffolding,  etc.,  as 
necessary,  provided ;  all  cutting  and  bracketing  done  that  may 
be  necessary ;  the  floor,  etc.,  pieced  out,  to  correspond  with  the 
present  flooring,  etc.;  do  all  patching  and  piecing  out  and 
making  good  that  may  be  required ;  the  iron  and  tile  and 
plastering  work,  as  in  the  case  of  a  new  roof ;  take  off  the 
present  galvanized  iron-top  cornice,  etc. ;  carefully  remove  the 
slate ;  re-hang  the  old  slate  with  copper  wire ;  put  up  gal- 
vanized dormer  windows  in  place  of  the  present  wooden  ones, 
to  be  exactly  alike  in  design  as  the  ones  now  on  the  building, 
the  dor  mere  to  be  braced  with  iron  and  the  top  of  the  frame 
covered  with  corrugated  galvanized  iron  No.  20;  put  gal- 


138 


ARCHITECTURAL   IKON   WOEK. 


vanized  iron  cheeks  and  window  heads  to  the  window  frames 
inside ;  all  bracing  to  be  done  in  iron ;  make  the  tin  work  on 
roof  good  where  injured  during  the  progress  of  the  work ; 
replace  the  iron  top  cornice;  do  generally  all  the  galvanized 
iron  work  and  tin  work  requisite  to  be  done  in  and  about  the 
work,  and  leave  all  water-tight  at  completion ;  do  all  carpen- 
tering and  mason  work  requisite  to  be  done;  cover  in  the 
opening  each  night  with  canvas  of  sufficient  size  as  to  protect 
the  building  and  goods  stored  therein  from  injury  during  the 
progress  of  the  work ;  all  the  exposed  iron  work  to  be  painted 
two  coats  best  white  lead  and  linseed  oil  paint;  outside  the 
color  to  correspond  with  the  present  color  of  front;  inside 
work  painted  white  or  such  color  as  directed. 


PIG  IEOK 

Highest  and  lowest  quotations  of  Pig  Iron,  at  New  York, 
per  ton,  from  1825  to  1875  inclusive : 


Year. 

Lowest. 

Highest.  , 

Year. 

Lowest. 

Highest. 

1825 

$  35  00 

$75  00 

1861 

$19  00 

$25  00 

1826 

50  00 

70  00 

1852 

19  00 

31  00 

1827 

50  00 

55  OQ 

1853    

28  50 

38  00 

1828 

50  00 

55  00 

1854    

32  00 

41  50 

1829 

40  00 

50  00 

1855 

27  50 

36  00 

1830 

40  00 

50  00 

1856 

29  00 

37  00 

1831 

40  00 

47  50 

*1857 

29  00 

36  00 

1832 

40  00 

47  50 

1858 

23  00 

27  00 

1833 

37  50 

47  50 

1859 

23  00 

30  00 

1834 

38  00 

45  00 

1860 

22  50 

27  00 

1&35  

38  00 

42  50 

1861  

20  00 

25  00 

1836 

40  00 

60  00 

*1862 

21  00 

33  50 

*1837         

40  00 

70  00 

*1863 

30  00 

45  00 

*1838 

37  50 

50  00 

*1864          

47  50 

70  00 

1839  

37  50 

42  50 

1865  

35  00 

55  00 

1840 

34  00 

38  00 

1866       

42  00 

55  00 

1841 

32  00 

37  50 

1867      

38  00 

49  00 

1842 

23  50 

35  00 

1868 

35  00 

45  00 

1843 

22  50 

32  00 

1869      

39  00 

42  00  M 

1844 

30  00 

35  00 

1870         

31  00 

&5  00^  o 

1845 

30  00 

42  00 

1871 

30  00 

38  00  !  H* 

1846... 

35  00 

42  50 

1872       

36  00 

53  00  !  > 

1847 

33  00 

42  50 

1873    

33  00 

48  00  |  3 

1848  

26  50 

37  50 

1874  

26  00 

33  00  1  §. 

1849 

22  50 

26  UO 

1875    

24  00 

27  OOJ  9 

1850... 

22  00 

24  00 

*  Years  of  bank  suspension. 


ARCHITECTURAL   IRON   WORK. 

Price  of  No.  1  Anthracite  Foundry  Pig  Iron,  per  to 
1844  to  1875  inclusive : 


Year. 

Av. 

Year. 

Av. 

1844 

820 

I860    

$23 

1845 

29 

1861  

20 

1846 

28 

1802   

24 

1847 

30 

1863  

35 

1848            

27 

1864  

59 

1849 

23 

1865     

46 

1850               .  .  . 

21 

1866  

47 

1851 

21 

1867        

44 

1852 

23 

1868  

39 

1853 

36 

1869  

41 

1854 

37 

1  870    

33 

1855 

38 

1871  

35 

1856 

27 

1872           

49 

1857 

26 

1873    

47 

1858 

22 

1874  

30 

1859.  . 

23 

1875  

26 

BAK  IKON. 

Highest  and  lowest  quotations  of  Bar  Iron,  at  New  York, 
per  ton,  from  1825  to  1875  inclusive : 


Year. 

Lowest. 

Highest. 

Year. 

Lowest. 

Highest. 

18^5 

$85  00 

$115  00 

1851... 

$&3  00 

$40  00 

1826   ...    

85  00 

100  00 

1852  

34  00 

55  00 

1827       .... 

77  00 

90  00 

1853  

50  00 

75  00 

1823  ... 

77  50 

82  50 

1854    

62  50 

77  50 

1829 

75  00 

82  50 

1855 

55  00 

66  00 

1830 

72  50 

77  50 

1856  

50  00 

65  00 

1831 

72  00 

80  00 

*1857  

53  00 

62  00 

1832  ..  ..     

72  00 

75  00 

1858... 

44  00 

55  00 

1833 

72  00 

75  00 

1859 

42  50 

48  00 

1834 

71  00 

75  00 

1860.  ... 

41  00 

43  00 

1835 

67  00 

75  00 

1861 

40  00 

50  00 

1836 

67  00 

72  50- 

*1862  

50  00 

70  00 

*  1837 

75  00 

100  00 

*18K3  

72  50 

75  00 

*1838 

86  00 

105  00 

*1864  

105  00 

220  00 

1839 

85  00 

90  00 

1865  

95  00 

180  00 

1840 

82  50 

95  00 

1866     

94  00 

110  00 

1841    .... 

70  00 

82  50 

1867  

85  00 

105  00 

1P42 

62  50 

75  00 

1868  

90  00 

92  50 

1843 

55  00 

62  50 

1869 

85  00 

90  00 

1844 

55  00 

60  00 

1870 

77  50 

95  001  ^ 

1845      .... 

57  50 

62  50 

1871  . 

75  00 

90  00  3 

1846 

62  50 

80  00 

1872  

87  50 

116  00  !  3 

1847 

75  00 

80  00 

1873 

68  00 

100  00  f  OT 

1848 

50  00 

70  00 

1874 

56  00 

68  00  I  2 

1849 

42  50 

50  00 

1875   

66  00 

60  00  )  ® 

1850... 

40  00 

45  00 

*  Years  of  bank  suspension. 


140 


ARCHITECTURAL   IRON   WORK. 


COAL. 

The  following  table  gives  the  wholesale  price  of  Anthracite 
Lump  Coal,  at  the  port  of  New  York,  at  the  opening  of  navi- 
gation, from  1852  to  1875  inclusive : 


Year. 

Price 
per  ton. 

Year. 

Price 
per  ton. 

1852 

$3  80 

1864 

$8  00 

1853 

3  95 

1865  

10  30 

1854 

4  50 

1866 

7  10 

1855               .  . 

5  00 

1867 

5  60 

1856       

4  50 

1868  

4  15 

1857     

4  00 

1869  

4  40 

1858 

3  50 

1870  

4  65 

1859    . 

3  35 

1871  

6  00 

I860    

3  60 

1872  

4  10 

1861 

3  50 

1873  

4  75 

1862 

3  20 

1874  

5  00 

1863.. 

4  40 

1875.. 

5  10 

GOLD. 

The  following  table  gives  the  highest  and  lowest  prices  of 
Gold,  from  1862  to  1875  inclusive : 


Date. 

Lowest. 

Highest. 

Date. 

Lowest. 

Highest. 

1862     

par  to 

137 

1869  

119i 

1441 

1863  . 

122i 

172i 

1870  

11  Oi 

122i 

1864 

15H 

285 

1871 

108i 

115| 

1865   

128£ 

234i 

1872  

108i 

115| 

1866  

125 

167f 

1873  

106i 

119i 

1867 

132 

1464 

1874 

109 

114f 

1868.  . 

133 

150 

1875.  . 

lllf 

117* 

A  STOCK  COMPANY. 

In  manufacturing  enterprises  it  will  be  found  easier  to 
obtain  the  necessary  capital  from  a  number  of  persons  by  sub- 
scriptions in  stock,  than  to  get  it  from  an  individual  in  a  gen- 
eral or  special  copartnership. 

The  following  is  given  as  a  complete  form  of  organization 
for  such  company,  under  the  laws  of  the  State  of  New  York : 


ARCHITECTURAL   IRON   WORK. 


141 


SUBSCRIPTION  LIST  OF  THE 


IRON  WORKS. 


The  parties  subscribing  hereto,  being  desirous  of  taking 
shares  of  stock  in  a  company  to  be  organized  by  the  above 
name,  under  the  general  manufacturing  law  of  the  State  of 
New  York,  passed  February  17,  1848,  and  the  Acts  amendatory 
thereof,  do  hereby  mutually  agree,  each  with  the  other,  as 
follows : 

I.  That  we  will  take  the  number  of  shares  of  stock  in  the 
said  -      —  Iron  Works  set  opposite  our  names  respectively. 

II.  We  hereby  agree  to  pay  for  the  said  shares  of  stock 
subscribed  for  by  us  respectively,  as  follows,  viz. :    Twenty-five 
per  cent,  thereof  on  the  day  after  the  organization  of  said  com- 
pany, by   the  filing  of  the  Certification  of  Incorporation  as 
provided  for  by  law,  and  the  remaining  seventy-five  per  cent, 
thereof  as  the  same  may  be  called  for  by  the  Board  of  Trustees 
of  said  company,  in  sums  not  exceeding  twenty-five  per  cent, 
upon  each  call. 

Dated, ,  187 


Names  of  Subscribers. 

Residence. 

No.  of  Shares. 

u 

CERTIFICATE  OF  ORGANIZATION. 

Charter. 

The  undersigned  have  this  day  formed  a  corporation,  under 
and  in  conformity  with  a  statute  of  the  State  of  New  York, 
entitled  an  Act  to  authorize  the  Formation  of  Corporations  for 
Manufacturing,  Mining,  Mechanical  or  Chemical  Purposes, 
passed  February  17th,  1848,  and  the  acts  amendatory  thereof ; 
and  in  compliance  with  the  requisitions  of  the  aforesaid  Acts, 
we  do  hereby  certify  as  follows : 


142  ARCHITECTURAL   IRON   WORK. 

First.— The  corporate  name  of  the  said  company  is  the 
"  -  -  Iron  Works." 

Second. — The  object  for  which  said  company  is  formed  is 
the  manufacture  and  sale  of  iron  work  for  building  purposes, 
and  to  do  a  general  iron-founding  and  machinery  business,  and 
the  manufacturing  of  articles  incidental  thereto. 

Third. — The  amount  of  capital  stock  of  said  company  is 
one  hundred  and  fifty  thousand  dollars. 

Fourth. — The  number  of  shares  of  which  said  stock  shall 
consist  is  fifteen  hundred,  of  one  hundred  dollars  each. 

Fifth.  The  number  of  trustees  shall  be  six ;  and  the  names 
of  the  trustees  who  shall  manage  the  concerns  of  the  company 

for  the  first  year  are ,  all 

residing  in . 

Sixth. — The  town  and  county  in  which  the  operations  of 
said  company  are  to  be  carried  on  is . 

Seventh. — The  term  of  existence  of  said  company  is  to  be 
fifty  years. 

Dated, ,  187 

(Signed)  x   L.  S. 

x      " 

x      " 

X        " 
X         " 

State  of  New  York,      ) 

V  SS  * 

County  of j 

On  this day  of ,  187  ,  before  me  came 

-,  to  me  personally  known  to  be  the 


individuals  described  in,  and  who  executed,  the  foregoing 
Certificate  of  Incorporation  ;  and  they  severally  acknowledged, 
each  for  himself,  that  they  executed  the  same  for  the  purposes 

therein  set  forth. 

(Signed)  , 

[L.  S.]  Notary  Public. 

Endorsed :  Filed, ,  187  . 


ARCHITECTURAL   IRON   WORK.  143 

State  of  New  York,  ] 

Office  of  the  Secretary  of  State,  j 

This  is  to  certify  that  the  Certificate  of  Incorporation  of  the 

" Iron  Works,"  with  acknowledgment  thereto  annexed, 

was  received  and  filed  in  this  office  on  the day  of  -       — , 

1ST  . 

Witness  my  hand  and  seal  of  office  of  the  Secretary  of  State, 
at   the   city  of  Albany,  this  -       —  day  of  —     — ,  one 
thousand  eight  hundred  and  seventy  -       — . 
[L.  S.]  (Signed) 

Secretary  of  State. 
State  of  New  York,       ] 
County  of  -       —  j 


This  is  to  certify  that  the  Certificate  of  Incorporation  of  the, 
-Iron  Works,"  with  acknowledgment  thereto  annexed, 


was  received  and  filed  in  this  office  on  the day  of 

187  . 

Witness  my  hand  and  seal  of  office  of  County  Clerk,  at 

this  day  of ,  one  thousand  eight  hundred  and 

seventy . 

[L.  S.]  (Signed) 

County  Clerk. 

FIRST  MEETING  OF  TRUSTEES. 

At  a  meeting  of  the  Trustees  of  the  "  -  -  Iron  Works," 

held  at  the  office  of  the  company,  on  the day  of , 

187  ,  at  12  m.,  present Mr.  -  -  was  appointed 

Chairman  and  Mr. Secretary. 

The  Certificate  of  Organization  was  read  and  approved. 

On  motion  of  — ,  duly  seconded,  it  was  resolved  to 
proceed  to  the  election  of  officers. 

The  Chairman  appointed -  and as  tellers,  who 

received  the  ballots  and  reported  that  there  were  six  votes 
cast  for as  President ;  the  same  number  for as 


144  ARCHITECTURAL    IRON   WORK. 

Yice-President ;    the  same  number  for  as  Treasurer; 

the   same   number  for   as  Secretary;    and  the  same 

number  for as  Manager ;   all  of  whom  were  thereupon 

declared  to  be  unanimously  elected  to  fill  the  designated 
offices  for  one  year,  and  until  others  should  be  elected  in  their 
stead. 

Here,  Mr. assumed  the  Presidency,  and  Mr. 

the  Secretaryship. 

On  motion  of ,  duly  seconded,  it  was  resolved  that  the 

Chair  appoint  three  Trustees  to  draft  By-Laws,  whereupon  he 

appointed   Messrs.   and   -        — ,   who   presented    the 

following,  which  were  read  and  unanimously  adopted : 
[See  By-Laws.] 

On  motion  of ,  duly  seconded,  it  was  resolved  that 

the  subscriptions  to  the  capital  stock  be  called  in,  payable  to 
the  Treasurer,  in  four  instalments  of  25  per  cent,  each ;  the 

first  on  the th  inst. ;  the  second  on  the th  day  of 

next;    the  third  on  the th  day  of  -  —  next;     and    the 

fourth  on  the th  day  of next.     If  any  party  desired 

to  pay  their  subscription  in  full,  the  Treasurer  was  authorized 
to  allow  interest  at  and  after  the  rate  of  7  per  cent,  per  annum 
for  all  sums  paid  in  advance. 

On  motion  of ,  duly  seconded,  the  -         -  Bank  was 

selected  as  the  depository  of  the  funds  of  the  Company. 

On   motion   of  ,   duly   seconded,  the   salary   of  the 

Manager  was  made  $ per  annum,  payable  monthly. 

On  motion  of  —     — ,  duly  seconded,  the  following  Trustees 
were  appointed  an  executive  committee,  viz. :  —   —  and . 

On  motion  of  ,  duly  seconded,  it  was  resolved  that 

this  Company  now  proceed  vigorously  in  perfecting  the 
arrangements  for  business;  and  also  proceed  with  such  ex- 
penditures for  buildings,  tools,  materials,  etc.,  as  in  the 
opinion  of  the  Trustees  may  be  warranted  in  view  of  the 
funds  to  be  received  and  the  prospective  state  of  trade. 


ARCHITECTURAL   IRON   WORK.  145 

It  was  also  resolved  that  250  copies  of  the  proceedings  of 
this  meeting  be  printed,  together  with  the  By-Laws,  Charter, 
etc.,  in  pamphlet  form ;  and  the  Secretary  directed  to  furnish 
each  subscriber  of  stock  with  one  copy. 

Adjourned  to  meet  on  the day  of at p.  m. 

(Signed)  , 

Secretary. 

BY-LAWS  OF  THE  IRON  WORKS. 

Article  I. 

MEETINGS   OF    STOCKHOLDERS. 

1.  All  meetings  of  stockholders  shall  be  held  at  the  office  of 

the  Company,  in  the ,  and  the  annual  meeting  for  the 

election  of  Trustees  shall  be  held  the  first  Monday  in  February, 
at  12  o'clock  at  noon,  and  the  polls  shall  be  kept  open  one 
hour.     If  for  any  cause  an  election  of  Trustees  shall  not  be 
had  on  the  day  above  designated,  it  may  be   held   on  any 
subsequent  day,  to  be  fixed  by  the  Board  of  Trustees. 

2.  Notice  of  all  meetings  of  Stockholders  shall  be  given  at 
least  ten  days  prior  to  such  meeting,  by  advertising  the  same 

in  at  least  -        -  newspaper  published  in ,  and  notices 

thereof  sent  to  each  Stockholder  to  his  residence  or  address,  as 
it  appears  on  the  books  of  the  company. 

3.  All  elections  by  the  Stockholders  shall  be   by  ballot; 
Stockholders  may  vote  in  person  or  by  a  written  proxy,  and 
each  Stockholder  shall  be  entitled  to  as  many  votes  as  he 
represents  shares  of   stock ;   and   the    persons   receiving   the 
greatest  number  of  votes  shall  be  Trustees  for  one  year,  and 
until  their  successors  shall  have  been  elected. 

4.  Special  meetings  of  the  Stockholders  may  be  called  by 
the   President  or   any   two   of  the   Trustees,   when    deemed 
necessary,  of  which  five  days'  notice  shall  be  given  to  each 

Stockholder  in  the  manner  provided  by  section  2. 
10 


146  ARCHITECTURAL   IKON   WORK. 

Article  II. 

THE   BOARD   OF   TRUSTEES. 

1.  The  Board  of  Trustees  shall  consist  of members,  a 

majority  of  whom  shall  constitute  a  quorum  for  the   trans- 
action of  business. 

2.  All  meetings  of  the  Board  of  Trustees  shall  be  held  at 
the  office  of  the  Company,  in . 

3.  In  case  of  failure  to  hold  any  election,  the  Trustees  shall 
hold  over  and  continue  in  office  with  full   authority  until  a 
new  election  is  held. 

4.  No  person  shall  be  a  Trustee  who  is  not  the  holder  or 
owner  of  at  least  ten  shares  in  the  capital  stock  of  this  Com- 
pany. 

5.  No  Trustee,  as  such,  shall  receive  any  salary  or  compen- 
sation for  his  services;  but  this  is  not  to  preclude  any  Trustee 
from  holding  any  other  office  in  the  said  Company,  or  per- 
forming any  services  for  said  Company,  and  receiving  compen- 
sation therefor. 

6.  Stated  meetings  shall  be  held  on  the  first  Monday  in 
each  month,  and  special  meetings  may  be  held  upon  the  call 
of  the  President,  or  any  two  Trustees,  due  notice  thereof  being 
given  by  the  Secretary  to  all  the  members,  either  in  person  or 
by  mail. 

7.  The  order  of  business  of  the  meetings  of  the  Board  of 
Trustees  shall  be  conducted  according  to  usage. 

8.  The  officers  of  the  Company  shall  consist  of  a  President, 
Vice-President,  Secretary,  Treasurer,  and  Manager,  and  any 
two  of  these  offices  may  be  combined  in  one  person. 

9.  The  Board 'of   Trustees,  as  soon  as  may  be  after  their 
election,  shall  hold  a  meeting  and  elect  by  ballot  or  otherwise 
a  President,  Vice-President,  Secretary,  Treasurer  and  Manager, 
who  shall  hold  their  offices  for  the  ensuing  year,  and  until 
their  successors  shall  have  been  elected  and  duly  qualified  to 
enter  upon  their  respective  duties ;  they  shall  also  appoint  an 


ARCHITECTURAL    IRON    WORK.  147 

Executive   Committee,  to   consist  of  two  Trustees   with   the 
President. 

10.  The  Board  of  Trustees  shall  fix  the  compensation  of  the 
officers ;  they  shall  declare  such  dividends  from  the  net  earn- 
ings  or  profits  of  the  Company  when,  and  as  often  as,  the  state 
of  the  funds  will  warrant ;  they  shall,  for  cause,  remove  any 
officer  of  the  Company,  but  no  officer  shall  be  removed  until 
after  investigation  and  a  concurrence  of  a  majority  of   the 
Board  of  Trustees. 

11.  They  shall  select  a  bank  or  depositaries,  in  which  all  the 
moneys  of  the  Company  shall  be  deposited,  to  the  credit  of 
the  -         -  Company,  subject  to  the  draft  of  the  Company, 
signed  by  the  President  and  Treasurer,  or  the  Vice-President 
and  Treasurer,  and  made  payable  to  the  order  of  the  party  or 
parties  to  whom  it  is  to  be  paid,  when  practicable. 

12.  They  shall  make  a  report  and  render  an  account  to  the 
Stockholders  at  their  annual  meeting,  showing  in  detail  the 
situation  of  the  property  and  financial  affairs  of  the  Company. 

13.  They  shall  have  power  to  fill  any  vacancies  which  may 
occur    by    death,   resignation,   or   otherwise   (in   the   interval 
between  the  annual  meetings  of  Stockholders),  in  the  Board 
of  Trustees  and  Executive  Committee,  and  in  the  offices  of 
President,  Yice-President,  Secretary,  Treasurer  and  Manager. 

li.  They   shall   appoint   three   Inspectors   of    Election    to 
receive  the  ballots  from  Stockholders   for  Trustees,  prior   to 


their  annual  meeting. 


Article  III. 


EXECUTIVE    COMMITTEE. 

The  Executive  Committee  shall  superintend  the  finances  of 
the  Company,  examine  and  audit  the  accounts ;  they  shall 
have  power  to  make  temporary  loans  of  surplus  funds,  and 
attend  to  such  duties  as  may  be  necessary  during  the  recess  of 
the  Board  of  Trustees,  or  may  be  designated  to  it  by  them ; 


148  AKCHITECTUKAL    IRON   WORK. 

they  shall  keep  minutes  of  all  their  proceedings,  and  report 
the  same  to  the  Board  of  Trustees. 

Article  IV. 

PRESIDENT. 

1.  It  shall  be  the  duty  of  the  President  to  preside  at  all 
meetings  of  Stockholders  and  Trustees  (except  those  convened 
to  remove  him  or  inquire  into  his  official  conduct),  to  sign  all 
documents  and  contracts  authorized  by  the  Board  of  Trustees ; 
to   sign  all  checks,  notes  and    certificates  of   stocks,  and  to 
perform  all  such  duties  usually  incidental  to  such  office  and 
required  by  the  provisions  of  the  Act  of  Incorporation  and 
these  By-Laws. 

2.  In  case  of  sickness  or  absence  of  the  Secretary,  Treasurer 
or  Manager,  he  shall  appoint  some  person   to  perform   the 
duties  of  either  until  the  Board  of  Trustees  shall  be  convened. 

Article   V. 

VICE-PRESIDENT    [AND   MANAGER]. 

1.  It  shall  be  the  duty  of  the  Yice-President  to  attend  to 
the  business  of  the  Company  (Sundays  and  holidays  excepted) ; 
to  attend  to  the  estimating  and  procuring  of  work,  and  to  the 
execution  of  the  same;  to  the  employing  of  labor  and  the 
proper  mechanical  conduction  of  the  iron  works ;  to  the  pur- 
chasing of  materials  for  the  business,  and  shall  generally 
exercise  a  supervision  and  control  over  the  affairs  of  the 
Company,  subject  to  the  approval  of  the  President  and  direc- 
tions of  the  Board  of  Trustees.  In  the  absence  of  the  Presi- 
dent, he  shall  preside  at  all  meetings  of  Stockholders  and 

Trustees. 

Article   VI. 

SECRETARY. 

1.  It  shall  be  the  duty  of  the  Secretary  to  be  in  attendance 
at  the  office  of  the  Company  during  business  hours;  to  give 
the  necessary  notice  of  all  meetings  of  Stockholders  and  Board 


ARCHITECTURAL    IRON    WORK. 

of  Trustees-;  he  shall  record  the  proceedings  of  the  same  in  a 
book  to  be  kept  for  that  purpose ;  shall  keep  all  proper  books 
of  accounts  for  the  business  of  the  Company,  with  a  Stock 
Ledger,  Transfer  Book,  and  such  other  books  or  papers  as  the 
Trustees  may  direct ;  register  and  sign  (with  the  President, 
and  countersigned  by  the  Treasurer)  all  certificates  of  stock, 
and  generally  shall  perform  such  services  and  duties  as  usually 
appertain  to  his  office  in  a  corporate  body,  and  are  required 
by  the  provisions  of  the  Act  of  Incorporation ;  all  the  books, 
papers  and  correspondence  shall  be  kept  in  the  office  of  the 
Company,  and  considered  in  his  possession  and  charge,  but 
open  at  all  reasonable  times  during  business  hours  to  the  in- 
spection of  Trustees. 

Article  VII. 

TREASURER. 

It  shall  be  the  duty  of  the  Treasurer  to  attend  to  all  collec- 
tions, receive  and  deposit  all  moneys  where  directed,  and  to 
pay  and  dispose  of  the  same  under  the  direction  of  the  Board 
of  Trustees ;  sign  all  checks,  drafts  and  notes  ;  sign  all  certifi- 
cates of  stock  with  the  President ;  keep  correct  accounts  of 
the  same,  and  give  his  time  and  attention  to  the  duties  of  his 
office.  He  shall  keep  his  bank  account  in  the  name  of  the 
Company,  and  shall  render  a  statement  of  his  cash  account  at 
each  regular  meeting  of  the  Board  of  Trustees.  He  shall  at 
all  times  exhibit  his  books  and  accounts  and  papers  to  any 
Trustee  upon  application  at  the  office  during  business  hours. 

Article  VI1L 

MANAGER. 

It  shall  be  the  duty  of  the  Manager  to  attend  daily  to  the 
construction  in  a  proper  and  right  manner  of  all  work ;  to  see 
and  know  that  every  part  thereof  is  made  of  the  proper 
material,  in  the  right  manner,  and  of  good  workmanship ;  to 


150  ARCHITECTURAL    IRON    WORK. 

make  estimates,  receive  work,  employ  labor,  and  superintend 
the  mechanical  departments  of  the  Company. 

Article  IX. 

CERTIFICATES    OF    STOCK. 

1.  The  Certificates  of  Stock  shall  be  numbered  and  regis- 
tered as  they  are  issued ;  they  shall  exhibit  the  holders'  name 
and  number  of  shares,  and  shall  be  signed  by  the  President 
and  Secretary,  and  countersigned  by  the  Treasurer,  and  have 
the  seal  of  the  Company  affixed  thereto. 

2.  Each  Certificate  of  Stock  shall  express  upon  its  face  that 
the  share  or  shares  thereby  represented  are    full-paid  stock, 
and  not  liable  to  further  calls  or  assessments. 

3.  The  said  Certificates  shall  be  in  the  usual  form. 

4.  Transfers  of  Stock  shall  be  made  on  the  books  of  the 
Company  in  the  presence  of  the  President  or  Secretary,  or 
authorized  officer  or  agent,  upon  the  surrender  of-  the  Certifi- 
cate, either  by  the  holder  in  person  or  by  attorney,  and  the 
surrendered  Certificate  shall  be  cancelled  and  pasted  011  the 
margin  in  the  book  from  whence  it  was  taken  when  issued. 

5.  The  Transfer  Book  shall   be  closed  at  least  three  days 
previous  to  an  election,  or  the  payment  of  dividends,  and  the 
dividend  shall  be  paid  to  the  Stockholders  standing  on  record 
at  the  closing  of  the  books. 

6.  If  any  person  claim  a  Certificate  of  the  Stock  of  this 
Company  in  lieu  of  one  lost  or  destroyed,  he  shall  make  an 
affidavit  of  the  fact,  and  state  the  circumstances  of  the  loss  or 
destruction,  and  he  shall  advertise  in  one  or  more  of  the  daily 
newspapers,  to  be  designated  by  the  President,  for  the  space 
of  one  week,  an  account  of  the  loss  or  destruction,  describing 
the  Certificate,  and  calling  upon  all  persons  to  show  cause  why 
a  new  Certificate  shall  not  be  issued  in  lieu  of  that  lost  or 
destroyed;   and  he  shall  transmit  to  the  Company  his  affidavit 
and  the  advertisement  above  mentioned,  with  proof  of  its  due 


ARCHITECTURAL   IRON    WORK.  151 

publication,  and  shall  give  to  the  Company  a  satisfactory  bond 
of  indemnity  against  any  damage  that  may  arise  from  issuing 
a  new  Certificate ;  whereupon  the  President  shall  issue  a  new 
Certificate  of  the  same  tenor  and  amount  with  that  said  to 
be  lost  or  destroyed,  and  specifying  that  it  is  in  lieu  thereof. 

Article  X. 
SEAL. 

A  suit-able  seal,  having  the  words  " Iron  Works ," 

with  such  other  device  as  the  Trustees  shall  select,  shall  be 
provided,  which  shall  be  under  the  charge  of  the  President, 
and  the  affixing  of  the  seal  to  contracts  and  instruments, 
together  with  the  signatures  of  the  President  and  Treasurer, 
shall  bind  the  Company. 

The  affixing  of  the  Seal,  however,  to  contracts  for  iron 
work,  etc.,  to  be  executed,  such  as  are  usually  drawn  up  by 
architects,  engineers,  etc.,  shall  not  be  necessary;  the  signa- 
tures of  the  President  (or  Vice-President)  and  Treasurer  will 
alone  be  required.  In  signing  any  contract  for  work  amount- 
ing to  under  $50,000,  the  signature  of  either  the  President, 
Treasurer  or  Manager  shall  be  sufficient  and  binding. 

Article  XL 

BY-LAWS. 

These  By-Laws  shall  not  be  altered,  except  by  the  consent 
of  two-thirds  of  the  whole  Board  of  Trustees  ;  and  all  proposed 
amendments  or  alterations  shall  be  submitted  to  the  Board,  in 
writing,  at  a  previous  meeting  to  that  at  which  the  action  of 
the  Board  shall  be  had  thereon,  and  previous  notice  in  writing 
shall  be  given  by  the  Secretary  to  each  Trustee  of  the  Com- 
pany of  the  contemplated  amendments,  and  the  time  when 
they  will  be  passed  upon. 

,  187  . 


152  ARCHITECTURAL   IRON   WORK. 

OPINION. 

I  have  considered  the  papers  submitted  to  me  relating  to 

the  organization  of  the Iron  Works,  and  am  of  opinion 

that  the  certificate  of  incorporation  of  said  Company  is  drawn, 
executed  and  filed  in  conformity  with  the  requirements  of  the 
General  Manufacturing  Corporation  Acts  of  February  17, 
1848,  and  of  the  acts  amendatory  thereof,  and  that  said 
Company  is  duly  organized  under  said  acts,  and  entitled  to 
all  the  powers  and  privileges  accorded  thereby. 

I  have  examined  the  minutes  of  the  organization  of  the 
Company,  and  the  preparatory  subscription  agreement  for 
forming  the  Company,  and  they  seem  to  be  sufficient  in  form 
and  according  to  law. 

This  Company  being  thus  duly  incorporated,  the  stock- 
holders are  under  no  personal  liability  except  as  the  acts  in 
question  provide,  viz. : 

The  Stockholders  are  severally  liable  for  all  the  debts  of  the 
Company  (each  to  the  amount  of  his  stock)  until  the  capital  is 
all  paid  in  and  a  certificate  thereof  duly  made  and  recorded. 

The  Stockholders  are  always  jointly  and  severally  liable  for 
all  debts  due  to  laborers,  servants  and  apprentices  for  services 
performed  for  the  corporation. 

There  are  liabilities  in  addition  on  the  Trustees;  they 
cannot  make  loans  to  Stockholders,  nor  make  false  statements 
in  any  public  report  or  notice,  nor  allow  indebtedness  beyond 
the  amount  of  the  capital  stock,  nor  declare  a  dividend 
reducing  its  capital;  and  they  must  not  omit  to  file  and 
publish  the  annual  statements  of  the  condition  of  its  affairs, 
as  required  by  the  statutes.  These,  however,-  are  plain  pro- 
hibitions, applicable  to  Trustees  only,  and  not  embraced  in 
the  ordinary  liability  of  mere  Stockholders. 


Attorney,  etc. 

187  . 


*- 

ARCHITECTURAL    IRON   WORK. 

NOTE.  —  Small  and  cheap  editions  of  the  act  for  the  formation  of 
are  published,  giving  in  epitome  their  privileges  and  restrictions,  and 
with  a  special  view  to  convenience  and  conciseness. 

LIMITED  LIABILITY  COMPANIES. 

"  An  Act  to  provide  for  the  Organization  and  Regulation  of 
certain  Business  Corporations,  passed  by  the  Legislature  of 
New  York,  June  21,  1875,"  provides  for  two  classes  of  corpo- 
rations, to  be  known  respectively  as  : 

1.  Full  liability  companies. 

2.  Limited  liability  companies. 

In  "full  liability  companies"  all  the  stockholders  are 
severally  and  individually  liable  to  the  creditors  of  the  com- 
pany in  which  they  are  stockholders  for  all  the  debts  and  lia- 
bilities of  such  company. 

In  "limited  liability  companies,"  the  name  of  the  company 
must,  in  every  case,  have  as  its  last  word  the  word  "  limited." 
All  the  stockholders  are  severally  and  individually  liable  to  the 
creditors  of  the  company  in  which  they  are  stockholders,  to  an 
amount  equal  to  the  amount  of  stock  held  by  them,  respec- 
tively, for  all  debts  and  contracts  made  by  such  company, 
until  the  whole  amount  of  capital  stock  fixed  and  limited  by 
such  company  has  been  paid  in. 

It  repeals  none  of  the  general  acts  for  the  formation  of 
corporations  theretofore  passed. 

A  manufacturing  company  has  the  choice  of  organizing 
under  the  Act  of  February  17,  1848,  or  under  the  Act  of  June 
21,  1875.  A  reading  and  comparison  of  the  two  laws  will 
enable  any  one  to  understand  their  respective  peculiarities, 
and  to  decide  under  which  to  organize. 


154  AKCHITECTUKAL    IEON    WORK. 

EXTRACTS   FROM 

THE    BUILDING    LAW, 

(Passed  April  20,  1871), 
OF  THE  CITY  OF  NEW  YORK,  RELATING  TO  IRON  WORK. 

§  7  .................................  In  case  i 


ron 

ami  bearing  or  wooden  girders  s  imported  upon  iron  or  wooden  col- 

weight  of 

Bame-  umns  are  substituted  in  place  of  partition  walls,  the 
building  may  be  fifty  feet  in  width,  but  not  more  ;  and 
if  there  should  be  substituted  iron  or  wooden  girders 
supported  upon  iron  or  wooden  columns,  in  place  of  the 
partition  walls,  they  shall  be  made  of  sufficient  strength 
to  bear  safely  the  weight  of  two  hundred  and  fifty 
pounds  for  every  square  foot  of  the  floor  or  floors  that 
rest  upon  them,  exclusive  of  the  weight  of  material 
employed  in  their  construction,  and  shall  have  a  footing 
course  and  foundation  wall  not  less  than  sixteen  inches 
in  thickness,  with  inverted  arches  under  and  between 
the  columns,  or  two  footing  courses  of  large  well-shaped 
stone,  laid  crosswise,  edge  to  edge,  and  at  least  ten 
inches  thick  in  each  course,  the  lower  footing  course  to 
be  not  less  than  two  feet  greater  in  area  than  the  size 
of  the  column  ;  and  under  every  column,  as  above  set 
forth,  a  cap  of  cut  granite,  at  least  twelve  inches  thick 
and  of  a  diameter  twelve  inches  greater  each  way  than 
that  of  the  column,  must  be  laid  solid  and  level  to 
receive  the  column  ................................ 

isolated  8  10.     Every  isolated  pier  less  than  ten  superficial 

piers, 


'  ^e^  at  the  base,  and  all  piers  supporting  a  wall  built  of 
rubble  stone  or  brick,  or  under  any  iron  beam  or  arch 
girder,  or  arch  on  which  a  wall  rests,  or  lintel  supporting 
a  wall,  shall,  at  intervals  of  not  less  than  thirty  inches 
in  height,  have  built  into  it  a  bond  stone  not  less  than 


ARCHITECTURAL   IRON   WORK.  155 

four  inches  thick,  of  a  diameter  each  way  equal  to  the 
diameter  of  the  pier,  except  that  in  piers  on  the  street 
front,  above  the  curb,  the  bond  stone  may  be  four 
inches  less  than  the  pier  in  diameter  ;  .  .  .  .  and  the  walls  waiisand 

piers  under 

and   piers  under   all   compound,   cast  iron  or  wooden  g[^*md 


girders,  iron  or  other  columns,  shall  have  a  bond  stone  Bond  and 

cap  stone. 

at  least  four  inches  in  thickness,  and  if  in  a  wall  at  least 
two  feet  in  length,  running  through  the  wall,  and  if  in 
a  pier,  the  full  size  of  the  thickness  thereof,  every 
thirty  inches  in  height  from  the  bottom,  whether  said 
pier  is  in  the  wall  or  not,  and  shall  have  a  cap  stone  of 
cut  granite,  at  least  twelve  inches  in  thickness,  by  the 
whole  size  of  the  pier,  if  in  a  pier,  and  if  in  a  wall,  it 
shall  be  at  least  two  feet  in  length,  by  the  thickness 
of  the  wall,  and  at  least  twelve  inches  in  thickness. 
In  any  case  where  any  iron  or  other  column  rests  on 
any  wall  or  pier  built  entirely  of  stone  or  brick,  the 
said  column  shall  be  set  on  a  base  stone  of  cut  granite,  Base  stone. 
not  less  than  eight  inches  in  thickness  by  the  full  size 
of  the  bearing  of  the  pier,  if  on  a  pier,  and  if  on  a 
wall,  the  full  thickness  of  the  wall  .................  . 

§  12.  In  no  case  shall  the  side,  end,  or  party  wall 
of  any  building  be  carried  up  more  than  two  stories  in 
advance  of  the  front  and  rear  walls.  The  front,  rear, 
side,  end  and  party  walls  of  any  building  hereafter  towaiis,  how 
be  erected  shall  be  anchored  to  each  other  every  six  JU£hored 
feet  in  their  height  by  tie  anchors,  made  of  one  and  a 
quarter  inch  by  three-eighths  of  an  inch  wrought  iron. 
The  said  anchors  shall  be  built  into  the  side  or  party 
walls  not  less  than  sixteen  inches,  and  into  the  front  and 
rear  walls  at  least  one-half  the  thickness  of  the  front 
and  rear  walls,  so  as  to  secure  the  front  and  rear  walls 
to  the  side,  end,  or  party  walls;  and  all  stone  used 


156  ARCHITECTURAL   IRON   WORK. 

for  the  facing  of  any  building,  except  where  built  with 
alternate  headers  and  stretchers,  as  hereinbefore  set 
forth,  shall  be  strongly  anchored  with  iron  anchors  in 
each  stone,  and  all  such  anchors  shall  be  let  into  the 
stone  at  least  one  inch.  The  side,  end,  or  party  walls 
shall  be  anchored  at  each  tier  of  beams,  at  intervals  of 
not  more  than  eight  feet  apart,  with  good,  strong, 
wrought-iron  anchors,  one-half  inch  by  one  inch,  well 
built  into  the  side  walls  and  well  fastened  to  the  side 
of  the  beams  by  two  nails,  made  of  wrought  iron,  at 
least  one-fourth  of  an  inch  in  diameter  ;  and  where 
the  beams  are  supported  by  girders,  the  ends  of  the 
beams  resting  on  the  girder  shall  be  butted  together 
end  to  end,  and  strapped  by  wrought  iron  straps  of  the 
same  size,  and  at  the  same  distance  apart,  and  in  the 
same  beam  as  the  wall  anchors,  and  shall  be  well  fas- 
tened. 


waiis  to  be       s  ^3      £\\  S[^Q  or  party  and  front  or  rear  walls,  not 

coped  * 

corniced,  and  where  no  gutter  is  required  on  any 
building,  over  fifteen  feet  high,  shall  be  built  up  and 
extended  at  least  twelve  inches  above  the  roof,  and 
shall  be  coped  with  stone  or  iron,  provided  that,  where 
partition  walls  are  carried  up,  the  partition  walls  may 
be  carried  up  above  the  roofing  and  coped  with  some 
fire-proof  material,  or  shall  be  carried  up  to  the  under- 

side  of  the  roof  -planking;  .........  If  a  French  or  Man- 

roof  B  to  be 

fire-proof.     gar(j  roof  gj^  ^e  p]aced  upon  any  building,  except  a 

wooden  building,  over  three  stories  in  height,  exclu- 
sive of  the  said  roof,  the  same  shall  be  constructed 
fire-proof;  and  if  a  French  or  Mansard  roof  shall  be 
placed  upon  more  than  one  side  of  any  building, 
except  a  wooden  building,  located  on  the  street  cor- 
ner, the  same  shall  be  constructed  fire-proof  throughout* 


ARCHITECTURAL   IRON   WORK.  157 

§  14.     All  iron  beams  or  girders  used  to  span  openings 
over  six  feet  in  width,  and  not  more  than  twelve  feet  i 


,.         required. 

width,  upon  which  a  wall  rests,  shall  have  a  bearing  of  at  . 
least  twelve  inches  at  each  end  by  the  thickness  of  the  wall 
to  be  supported,  and  for  every  additional  foot  of  span 
over  and  above  the  said  twelve  feet,  if  the  supports  are 
iron  or  solid  cut  stone,  the  bearing  shall  be  increased  half 
an  inch  at  each  end ;  but  if  supported  on  the  ends  by 
walls  or  piers  built  of  brick  or  stone,  if  the  opening  is 
over  twelve  feet  and  not  more  than  eighteen  feet,  the 
bearing  shall  be  increased  four  inches  at  each  end,  by 
the  thickness  of  the  wall  to  be  supported ;  and  if  the 
space  is  over  eighteen  feet  and  not  more  than  twenty- 
five  feet,  then  the  bearing  shall  be  at  least  twenty  inches 
at  each  end  by  the  thickness  of  the  wall  to  be  sup- 
ported ;  and  for  every  additional  five  feet  or  part  thereof 
that  the  space  shall  be  increased,  the  bearing  shall  be 
increased  an  additional  four  inches  at  each  end  by  the 
thickness  of  the  wall  to  be  supported.  And  on  the 
front  of  anv  building  where  the  supports  are  of  iron  or  supports  of 

stone  or  iron. 

solid  cut  stone,  they  shall  be  at  least  sixteen  inches  on 
the  face  and  the  width  of  the  thickness  of  the  wall  to 
be  supported,  and  shall,  when  supported  at  the  ends 
by  brick  walls  or  piers,  rest  upon  a  cut  granite  base 
block,  at  least  twelve  inches  thick,  by  the  full  size  of  the 
bearing ;  and  in  case  the  opening  is  less  than  twelve 
feet,  the  granite  block  may  be  six  inches  in  thickness, 
by  the  whole  size  of  the  bearing ;  and  all  iron  beams  or  Thickness  of 

iron  beams. 

girders  used  in  any  buildings  shall  be,  throughout,  of  a 
thickness  not  less  than  the  thickness  of  the  wall  to  be 
supported.  All  iron  beams  or  girders  used  to  span  Tie-rods, 
openings  more  than  eight  feet  in  width,  and  upon  which 
a  wall  rests,  shall  have  wrought-iron  tie-rods  of  sufficient 
strength,  well  fastened  at  each  end  of  the  beam  or  girder, 


158  AKCHITECTURAL   IKON   WOKK. 

and  shall  have  cast-iron  shoes  on  the  upper  side,  to  answer 
skew-backs  for  tne  skew-back  of  a  brick  or  cut-stone  arch,  which 

and   brick 

said  arch  shall  always  be  turned  over  the  same,  and  the 
arch  shall  in  no  case  be  less  than  twelve  inches  in  height, 
by  the  width  of  the  wall  to  be  supported,  and  the  shoes 
shall  be  made  strong  enough  to  resist  the  pressure  of 
the  arch  in  all  cases.  Cut-stone  or  hard -brick  arches, 
with  two  wrought  iron  tie-rods  of  sufficient  strength, 
may  be  turned  over  any  opening  less  than  thirty  feet, 
provided  they  have  skew-backs  of  cut  stone  or  cast  or 
wrought  iron,  with  which  the  bars  or  tension-rods  shall 

O  ' 

be  properly  secured  by  heavy  wrought  iron  washers, 
necks,  and  heads  of  wrought  iron,  properly  secured  to 
the  skew-backs.  The  above  clause  is  intended  to  meet 
cases  where  the  arch  has  not  abutments  of  sufficient  size 

iron  linteis.  to  resist  its  thrust.  All  lintels  hereafter  placed  over 
openings  in  the  front,  rear,  or  side  of  a  building,  or  re- 
turned over  a  corner  opening,  when  supported  by  brick 
piers  or  iron  or  stone  columns,  shall  be  of  iron,  and  of 
the  full  breadth  of  the  wall  to  be  supported,  and  shall 
have  a  brick  arch  of  sufficient  thickness,  with  skew-backs 
and  tie-rods  of  sufficient  strength  to  support  the  super 

iron  incumbent  lateral  weight,  independent  of  the  cast-iron 

columns. 

lintel.  In  all  buildings  hereafter  to  be  erected  or  altered, 
where  any  iron  column  or  columns  are  used  to  support 
a  wall  or  part  thereof,  whether  the  same  be  an  exterior 
or  interior  wall,  except  a  wall  fronting  on  a  street,  the 
said  column  or  columns  shall  be  constructed  as  follows: 
Douwe  or  There  shall  be  a  double  column,  that  is,  an  outer  and 

fire-proof 

columns.  jnner  column,  and  the  inner  column  shall  be  of  sufficient 
strength  to  sustain  safely  the  weight  to  be  imposed  upon 
both  the  outer  and  inner  column  ;  and  the  outer  column 
shall  be  made  of  sufficient  size  to  allow  a  space  of  at 
least  one  inch  between  it  and  the  inner  column,  which 


ARCHITECTURAL   IRON   WORK.  .159 

space  shall  be  solidly  filled  with  plaster  of  Paris,  or 
some  other  non-conducting  material ;  and  all  iron  beams, 
girders,  lintels,  or  columns,  before  the  same  are  used  in 
any  building,  shall  have  the  maximum  weight  which  marked 

thereon. 

they  will  safely  sustain  stamped,  cast,  or  properly  marked 
in  a  conspicuous  place  thereon  by  the  founder  or  manu- 
facturer of  the  same,  and  shall  be  made  of  the  best 
materials  and  in  the  best  manner. 


§  15.     All  openings  for  doors  and  windows  in  all  openings 

.      .,  ,.  fordooraand 

buildings,  except   as  otherwise  provided,  shall  have 


good  and  sufficient  arch  of  stone  or  brick,  well  built  and 
keyed,  and  with  good  and  sufficient  abutments,  or  a  lintel 
of  stone  or  iron,  as  follows  :  For  an  opening  not  more 
than  four  feet  in  width,  the  lintel  shall  not  be  loss  than 
eight  inches  in  height;  and  for  an  opening  not  more 
than  six  feet  in  width,  the  lintel  shall  not  be  less  than 
twelve  inches  in  height  ;  and  for  an  opening  exceeding 
six  feet  in  width,  and  not  more  than  eight  feet  in  width, 
the  lintel  shall  be  of  iron  or  stone,  and  of  the  full  thick-  Linteis  and 
ness  of  the  wall  to  be  supported  ;  and  every  such  open-  ™me,  ana 
ing  six  feet  or  less  in  width  in  all  walls  shall  be  at  least 
one-third  the  thickness  of  the  walls  on  which  it  rests, 
and  shall  have  a  bearing  at  each  end  not  less  than  four 
inches  on  the  walls  ;  and  on  the  inside  of  all  openings 
in  which  the  lintel  shall  be  less  than  the  thickness  of  the 
wall  to  be  supported,  there  shall  be  a  good  timber  lintel 
on  the  inside  of  the  other  lintels,  which  shall  rest  at 
each  end  not  more  than  four  inches  on  any  wall,  and 
shall  be  chamfered  at  each  end,  and  shall  have  a  double 
rolock  arch  turned  over  said  timber  lintel.  . 


160  ARCHITECTURAL   IKON   WOKK. 

Fire-proof        8  16.  All  stores  or  storehouses,  or    other  buildings 

doors  and 

onUwhat'      which  are  more  than  two  stories  or  above  twenty-five  feet 
buMings     in  height  above  the  curb  level,  already  erected,  or  that 

required. 

may  hereafter  be  built  in  said  city,  except  dwelling- 
houses,  school-houses,  or  churches,  shall  have  doors, 
blinds,  or  shutters  made  of  fire-proof  metal,  on  every 
window  and  entrance  where  the  same  do  not  open  on 
a  street.  When  in  any  such  building  the  shutters, 
blinds,  or  doors  cannot  be  put  on  the  outside  of  such  door 
or  window  they  shall  be  put  on  the  inside,  and  if  placed 
on  the  inside  shall  be  hung  upon  an  iron  frame  indepen- 
dent of  the  wood-work  of  the  window-frame  or  door  ; 
when  to  be  and  every  such  door,  blind,  or  shutter  shall  be  closed 

closed.  J 

upon  the  completion  of  the  business  of  each  day  by 
the  occupant  having  the  use  or  control  of  the  same ; 
and  all  fire-proof  shutters  or  blinds  that  now  are  or  may 
hereafter  be  put  upon  the  front,  or  sides  of  any  build- 
ing on  the  street  fronts,  must  be  so  constructed  that 
they  can  be  closed  and  opened  from  the  outside  above 
the  first  story. 

wooden  R  17 No  wooden  furring  or  lath  shall  be 

furring. 

placed  against  any  flue,  metal  pipe  or  pipes  used  to  con- 
vey heated  air  or  steam  in  any  building  ;  and  when  any 
wall  shall  hereafter  be  furred  or  lathed  with  wood,  there 
shall  be  a  strip  of  iron  lath  at  least  sixteen  inches  in 
width  placed  on  the  under  side  of  the  tier  of  beams  run- 
ning into  the  said  wall,  and  extending  at  least  one 
half  inch  into  the  horizontal  joint  of  the  brick  wall, 
so  as  to  prevent  fire  from  extending  from  one  floor 
Hearths,  to  another. . . : All  hearths  shall  be  sup- 

how 

supported,  ported  by  arches  of  stone  or  brick,  and  no  chimney  in 
buildings  already  erected  or  hereafter  to  be  built  shall 
be  cut  off  below  in  whole  or  in  part  and  supported  by 


ARCHITECTURAL   IKON   WORK.  161 

wood,  but  shall  be  wholly  supported  by  stone,  brick,  or 


iron., 


§19.   ..  Every  trimmer  or  header  more  than  Trimmers  or 

J  headers, 


four  feet  long,  used  in  any  building  except  a  dwelling, 
shall  be  hung  in  stirrup  irons  of  suitable  thickness  forh° 
the  size  of  the  timbers  .........   In   every  building 

already  erected,  or  hereafter  to  be  built,  the  floors  strength  of 
shall  be  of  sufficient  strength  to  bear  the  weight  to  be 
imposed  upon  them  exclusive  of  the  weight  of  the  ma- 
terials used  in  their  construction  ;  and  in  all  storehouses, 
the  weight  that  each  floor  will  safely  sustain  upon  each 
superficial  foot  shall  be  estimated  by  the  owner  thereof, 
and  posted  in  a  conspicuous  place  on  each  floor  there- 
of ;  and  the  weight  that  may  be  placed  upon  either  of 
the  floors  of  the  said  building  or  buildings  shall  be 
safely  distributed  thereon  ............. 

§  20.  In   all  buildings,  every  floor   shall  be  of  8tif-Be*ril« 

»   '  J  weight  of 

ficient  strength  in  all  its  parts  to  bear  safely  upon  every  tto 
superficial  foot  of  its  surface  seventy-five  pounds;  and 
if  used  as  a  place  of  public  assembly,  one  hundred  and 
twenty  pounds  ;  and  if  used  as  a  store,  factory,  ware- 
house, or  for  any  other  manufacturing  or  commercial 
purposes,  from  one  hundred  and  fifty  to  five  hundred 
pounds  and  upwards  ;  and  every  floor  shall  be  of  suf- 
ficient strength  to  bear  safely  the  weights  aforesaid,  in 
addition  to  the  weight  of  the  materials  of  which  the 
floor  is  composed  ;  and  every  column,  post,  or  other  ver- 
tical support  shall  be  of  sufficient  strength  to  bear  safely 
the  weight  of  the  portion  of  each  and  every  floor  de- 
pending upon  it  for  support,  in  addition  to  the  weight 
required  as  above  to.be  supported  safely  upon  said  por- 

tions of  said  floors.     In  all  calculations  for  the  streno-th 
11 


162 


ARCHITECTURAL    IRON    WORK. 


Calculations 
for  strength 
of  materials. 


Iron  beams, 
girders,  etc., 
to  be  tested 
before 
being  used. 


Bearing 
weight  to 
be  marked 
thereon. 


of  materials  to  be  used  in  any  building,  the  propor- 
tion between  the  safe  weight  and  the  breaking  weight 
shall  be  as  one  to  three  for  all  beams,  girders,  and  other 
pieces  subjected  to  a  cross-strain,  and  shall  be  as  one  to 
six  for  all  posts,  columns,  and  other  vertical  supports, 
and  for  all  tie-rods,  tie-beams,  and  other  pieces  sub- 
jected to  a  tensile  strain.  And  the  requisite  dimen- 
sions of  each  piece  of  material  is  to  be  ascertained  by 
computation  by  the  rules  given  by  Tredgold,  Hodg- 
kinson,  Barlow,  or  the  treatises  of  other  authors  now  or 
hereafter  used  at  the  United  States  Military  Academy 
at  West  Point  on  the  strength  of  materials,  using  for 
constants  in  the  rules  only  such  numbers  as  have  been 
deduced  from  experiments  on  materials  of  like  kind  with 
that  proposed  to  be  used.  Before  any  iron  column, 
beam,  lintel,  or  girder,  intended  to  span  an  opening 
over  eight  feet  in  length,  and  intended  to  support  a  wall 
built  of  stone  or  brick,  or  any  floor  or  part  thereof, 
in  any  building  hereafter  erected  or  altered,  in  the  City 
of  New  York,  shall  be  used  for  that  purpose,  the  manu- 
facturer or  founder  thereof  shall  have  the  same  tested 
by  actual  weight  or  pressure  thereon,  under  the  direc- 
tion and  supervision  of  an  inspector  of  the  department 
of  buildings,  authorized  by  the  superintendent  thereof 
(who  shall  be  previously  notified  of  the  time  when  and 
place  where  the  said  test  will  be  made  by  the  person  or 
persons  having  the  said  columns,  beams,  lintels,  or  gird- 
ers so  tested),  whose  duty  it  shall  be  to  have  the  weight 
which  each  of  the  said  columns,  beams,  lintels,  or 
girders  will  safely  sustain  properly  stamped  or  marked 
in  a  conspicuous  place  thereon  by  the  said  manufacturer 
or  founder  thereof,  and  no  greater  weight  shall  be  put  or 
placed  upon  any  said  column,  beam,  lintel,  or  girder 
than  the  same  shall  be  so  marked  as  being  capable  of 


ARCHITECTURAL   IRON   WORK.  163 

sustaining ;  and  in  case  any  said  column,  beam,  girder, 

or  lintel  shall  be  rejected  by  said  inspector  as  unfit  to 

be  used,  the  same   shall  not  be  used  in,  upon,  or  about  i™  to^ 

any  building   or   part  thereof.     All  iron-work  used  in  iuallty- 

any  building  or  part  thereof  hereafter  to  be  erected  or 

altered  shall  be  of  the  best  material  and  made  in  the 

best  manner. 

§  21.  In  all  fire-proof  buildings  hereafter  to  be  con- Fire-proof 

buildings. 

etructed,  where  brick  walls,  with  wrought-iron  beams  or 
cast  or  wrought-iron  columns  with  wrought-iron  beams, 
are  used  in  the  interior,  the  following  rules  must  be  ob- 
served : 

1.  All   metal   columns    shall   be    planed   true    andMetai 
smooth  at  both  ends,  and  shall    rest   on   cast-iron  bed- 
plates,  and   have  cast-iron    caps,  which  shall    also   be 
planed  true.     If   brick   arches   are   used   between   the 
beams  the  arches  shall  have  a  rise  of  at  least  an  inch 
and  a  quarter  to  each  foot  of  space  between  the  beams. 

2.  Under  the  ends  of  all  the  iron  beams,  where  they  stone 

template. 

rest  on  the  walls,  a  stone  template  must  be  built  into 
the  walls  ;  said  templates  to  be  eight  inches  wide  in 
twelve-inch  walls,  and  in  all  walls  of  greater  thickness 
to  be  in  width  not  less  than  four  inches  less  than  the 
width  of  said  walls,  and  not  to  be,  in  any  case,  less 
than  four  inches  in  thickness  and  eighteen  inches 
long. 

3.  All   arches   shall  be  at  least  four  inches  thick.  Arches. 
Arches  over  four  feet  span  shall  be  increased  in  thick- 
ness toward  the  haunches  by  additions  of  four  inches  in 
thickness  of  brick ;  the  first  additional  thickness  shall 
commence  at  two  and  a  half  feet  from  the  centre  of 

the  span,  the  second  addition  at  six  and  a  half  feet 
from  the  centre  of  the  span,  and  the  thickness  shall  be 


164  ARCHITECTURAL   IRON   WORK. 

increased  thence  four  inches   for  every  additional  four 
feet  of  span  towards  the  haunches. 

4.  The  said  brick  arches  shall  be  laid  to  a  line  on  the 

centres,  with  a  close  joint,  and  the  bricks  shall  be  well 

wet,  and  the  joints  well  filled  with  cement  mortar,  in 

proportions  of  not  more  than  two  of  sand  to  one  of  ce- 

Arches  to  be  ment.  by  measure.      The  arches  shall  be  well  grouted 

grouted. 

and  pinned  or  chinked  with  slate  and  keyed. 


cornices          8  22.  All  exterior  cornices  and  gutters  of  all  build- 

ana  gutters 


prorf,and  hereafter  to  be  erected  or  built,  shall  be  of  some 

fire-proof  material,  and  in  every  case  the  greatest 
weight  of  stone,  iron,  or  other  materials  of  which  the 
cornice  shall  be  constructed,  shall  be  on  the  inside  of 
the  outer  line  of  the  wall  on  which  the  cornice  shall 
rest,  in  the  proportion  of  three  of  wall  to  two  of  cor- 
nice in  weight,  allowance  being  made  for  the  excess 
of  leverage  produced  by  the  projection  of  the  cornice 
beyond  the  face  of  the  wall  ;  and  all  fire-proof  cornices 
shall  be  well  secured  to  the  walls  with  iron  anchors, 
independent  of  any  wood-work  ;  and  in  all  cases 
the  walls  shall  be  carried  up  to  the  planking  of  the 
roof,  and  where  the  cornice  projects  above  the  roof,  the 
wall  shall  be  carried  up  to  the  top  of  the  cornices,  and 
the  party  wall  shall,  in  all  cases,  extend  up  above  the 
planking  of  the  cornice,  and  be  coped  with  some  fire- 

Metaiiic       proof  material  ..........    All  buildings  shall  be  kept 

provided  with  proper  metallic  leaders  for  conducting 
the  water  from  the  roof  to  the  ground,  sewer  or  street 
gutter,  in  such  manner  as  shall  protect  the  walls  and 
foundations  from  damage  ;  and  in  no  case  shall  the 
water  from  the  said  leaders  be  allowed  to  flow  upon  the 
side-walk,  but  shall  be  conducted  by  drain  pipe  or 
pipes  to  the  street  gutter  or  sewer. 


ARCHITECTURAL   IRON   WORK.  165 

§  23.  The  planking  and  sheathing  of  the  roof  of  every  Fire-proof 
building  erected  or  built  as  aforesaid,  shall  in  no  case 
be  extended  across  the  front,  rear,  side,  end,  or  party 
wall  thereof,  and  every  such  building,  and  the  tops  and 
sides  of  every  dormer-window  thereon,  shall  be  cov- 
ered and  roofed  with  slate,  tin,  zinc,  copper,  or  iron,  or 
such  other  equally  fire-proof  roofing  as  the  superin- 
tendent of  buildings,  under  his  certificate,  may  author- 
ize, and  the  outside  of  the  frame  of  every  dormer- 
window  hereafter  placed  upon  any  building  as  aforesaid, 

shall  be  made  of  some   fire-proof   material 

All  buildings  shall   have    scuttle-frames  and  covers,  or  scuttioe and 

lfl.dd.crs* 

bulkheads  and  doors,  made  of  or  covered  with  some  fire- 
proof material,  and  all  scuttles  shall  have  stationary  iron 
ladders  leading  to  the  same,  and  all  such  scuttles  or 
ladders  shall  be  kept  so  as  to  be  ready  for  use  at  all 
times,  and  all  scuttles  shall  not  be  less  in  size  than 
two  by  three  feet All  skylights  more  than  skylight* 

and  frames. 

three  square  teet,  placed  in  any  building,  the  sash  and 
frames  thereof  shall  be  constructed  of  fire-proof  mate- 
rials. 


§  28.  In  any  building  hereafter  erected   more  than  Fire-proof 
three   stories   in   height  occupied  by  or  built  to  beoc-«airBin 

tenement 

cupied  by  three  and  not  more  than  six  families  above bouses- 
the  first  story,  in  which  the  cellar  is  to  be  used  for  the 
purpose  of  storing  coal,  wood,  or  other  articles,  the 
floor  above  the  cellar  with  the  stairs  leading  thereto,  if 
the  stairs  lead  from  the  inside  of  the  building,  shall  be 
constructed  fire-proof ;  and  where  the  lower  part  there- 
of is  to  be  used  for  business  purposes  of  any  kind, 
the  first  floor,  if  there  is  a  cellar  below,  and  the  ceiling 
above  the  store  floor  shall  be  constructed  fire-proof,  and 
the  hall  partition  and  partitions  from  front  to  rear,  from 


166  ARCHITECTURAL   IRON    WORK. 

the  cellar  to  the  top  of  the  second-story  beams,  shall  be 
built  of  brick  ;  and  in  no  case  shall  a  front  and  rear 
tenement  house  be  erected  on  the  same  lot  unless  there 
shall  be  an  open  space  of  at  least  twenty-eight  feet  the 
pine-proof  whole  width  of  the  lot  between  the  same.  All  the 

blinds. 

window  openings  of  all  rear  buildings  and  all  the  rear 
window  openings  of  all  buildings  mentioned  in   this 
section  shall  be  provided  with  fire-proof  blinds  ...... 

Fire-          Any  dwelling-house  now  erected  or  that  may  hereafter 


be  erected  in  said  city  more  than  two  stories  in  height, 
'  occupied  by  or  built  to  be  occupied  by  two  or  more  fam- 
ilies on  any  one  of  the  floors  above  the  first  story,  and 
all  dwelling-houses  now  erected  or  that  may  hereafter 
be  erected  more  than  three  stories  in  height,  occupied 
by  or  built  to  be  occupied  by  three  or  more  families 
above  the  first  story,  and  any  building  already  erected 
or  that  may  hereafter  be  erected  more  than  two  stories 
in  height,  occupied  as  or  built  to  be  occupied  as  a  hotel, 
boarding  or  lodging  house,  factory,  mill,  offices,  manu- 
factory, or  workshops,  in  which  operatives  are  employed 
in  any  of  the  stories  above  the  first  story,  shall  be  pro- 
vided with  such  fire-escapes,  alarms,  doors,  and  venti- 
lators as  shall  be  directed  and  approved  by  the  said  sn- 
Fire-  perintendent  of  buildings.  And  the  owner  or  owners 

escapes  to  be 

^J  building  upon  which  any  fire-escapes  may  now 
.  be  or  may  hereafter  be  erected,  shall  keep  the  same  in 
good  repair  and  well  painted,  and  no  person  shall  at 
any  time  place  any  encumbrance  of  any  kind  what- 
soever upon  any  said  fire-escapes  now  erected  or  that 
may  hereafter  be  erected  in  said  city. 

§  ^*  -Before  tne  erection,  construction,  alteration,  or 
repair  of  any  building  or  part  of  a  building  is  com- 
menced, the  owner,  architect,  or  builder  shall  notify 


ABCniTECTTJRAL   IKON   WORK.  167 

the  superintendent  of  the  department  of  buildings,  and 
shall  submit  to  said  superintendent  a  detailed  statement 
in  writing  of  the  specification  and  also  a  copy  of  the 
plans  for  such  erection,  construction,  alteration,  or  re- 
pair, and  a  record  of  said  statement  and  copy  of  the 
plans  shall  be  kept  in  the  office  of  the  said  department 
of  buildings  ;  and  the  erection,  construction,  alteration, 
or  repair  of  the  said  building,  or  any  part  thereof,  shall 
not  be  commenced  or  proceeded  with  until  the  said 
specification  and  plans  shall  have  been  approved  by 
the  said  superintendent  of  buildings. 

§  32 Any  and  all  persons  who  shall  violate  Penalties, 

any  of  the  provisions  of  this  act,  or  fail  to  comply 
therewith,  or  any  requirement  thereof,  or  shall  in  any 
manner  be  liable  therefor,  shall  severally,  for  each  and 
every  such  violation  and  non-compliance,  respectively 
forfeit  and  pay  a  penalty  in  the  sum  of  fifty  dollars ; 
and  any  and  all  persons  who  shall  violate  any  of  the 
provisions  of  this  act,  or  who  may  be  employed  or  as- 
sist therein,  or  who  shall  be  liable  therefor,  shall  sever- 
ally, for  every  such  violation  not  removed  or  require- 
ment not  complied  with,  within  ten  days  after  notice 
thereof  shall  be  given  to  him  or  them  respectively, 
forfeit  and  pay  an  additional  penalty  in  the  sum  of 
fifty  dollars,  for  the  recovery  of  which  said  penal- 
ties, or  either  of  them,  an  action  may  be  brought  in  any 

court  of  competent  jurisdiction  ; and  the  Penaltie8 

superintendent  of  buildings  is  hereby  authorized,  in  hisStted. 
discretion,  good  and  sufficient  cause  being  shown  there- 
for, to  remit  any  fine  or  fines,  penalty  or  penalties,  which 
any   person   or  persons    may   have  incurred,   or  may 
hereafter  incur,  under  any  of  the  provisions  of  this  act. 


168  ARCHITECTURAL    IRON   WORK. 


g  35.  Any  and  all  persons  who,  after  having  been 
personally  served  with  the  notice  of  violation  as  here- 
inbefore prescribed,  shall  fail  to  comply  therewith, 
and  shall  continue  to  violate  any  of  the  several  pro-1 
visions  of  this  act,  or  who  shall  be  accessory  thereto, 
shall,  in  addition  to  the  other  penalty  or  penalties  in 
this  act  provided,  be  deemed  guilty  of  a  misdemeanor, 
and,  upon  a  complaint  being  made  by  the  superin- 
tendent of  buildings,  before  any  police  justice  or  any 
court  of  criminal  jurisdiction  within  the  City  of  New 
York,  shall  be  arrested  and  held  to  bail  by  said  jus- 
tice or  said  court,  and/  upon  conviction  of  such  of- 
Penaities.  fence,  shall  be  fined  in  a  sum  not  exceeding  two  hun- 
dred and  fifty  dollars,  or  may  be  imprisoned  for  a  term 
not  to  exceed  six  months  ;  said  fine  or  imprisonment  to 
be  imposed  in  the  discretion  of  the  judge,  justice,  or 
court  by  whom  said  person  so  arrested  and  held  to  bail 
shall  be  tried.  .  ..-.., 


[The  foregoing  extracts  from  the  Building  Law  covers 
all  that  relates  to  iron  work.  The  law  itself  is,  of 
course,  a  local  one  of  the  City  of  New  York ;  but  its 
provisions,  so  far  as  iron  work  is  concerned,  are  sound, 
common  sense  requirements,  which  would  be  well  to 
carry  out  without  regard  to  locality.] 


ARCHITECTURAL    IRON   WORK.  169 

DEPARTMENT   OF  BUILDINGS, 

IN  THE  CITY  OF  NEW  YORK. 

OFFICE  OF  SUPERINTENDENT, 
New  York,..  ..187 


Sir: 


When  you  desire  to  have  either  Iron  Beams,  Lintels,  or  Girders 
tested,  agreeably  to  the  requirements  of  Section  20,  Chapter  625,  Laws  0/1871, 
you  will  please  Jitt  out  this  blank,  in*order  that  the  proper  pressure  requisite 
for  the  test  may  be  readily  ascertained.  This  blank  must  in  att  cases  be  filled 
out  before  the  test  is  made.  Respectfully  yours, 


Superintendent  of  Buildings. 


Please  test  for  (name) (business) 

(place  of  business) (description  of 

articles  to  be  tested) 

to  be  used  in  building  No to  be  tested  to  sustain 

tons  of  2,000  pounds.  (Owner) 

(Signature) 

(Business) , 

FOB  A  BEAM,   LINTEL,    OR  GIRDER. 

1st.  Is  the  weight  to  be  sustained  at  rest,  or  subject  to  vibration  ?    Ans 

2d.  What  is  the  distance  in  the  clear  between  supports  ? .  . .  .feet. . .  .inches. 
3d.  What  is  the  beam,  lintel,  or  girder  supported  by  ?    Iron  or  stone  columns, 
brick  wall  or  piers  ? 

4th.  What  are  the  bearings  on  the  wall,  at  each  end  ? inches. 

5th.  What  is  the  full  length  of  the  beam,  lintel,  or  girder? feet inches 

long. 

IF   TO   SUSTAIN   A  WALL,    BRICK  ARCHES,    OR  ANY   OTHER   BRICK  OR   STONE 

WORK, 

Give  the  thickness  of  the  walls  of  each  story  and  height  of  each  story,  also 
the  full  height  of  the  wall  from  the  lintel 


170 


ARCHITECTURAL   IKON   WORK. 


Inches  thick. 

Height   of 
each  story. 

Weight  per 
foot. 

Total  pounds  pe 
story. 

Tons  weight. 

1st  st 
2d 
3d 
4th 
5th 
6th 
7th 
8th 

ory   wi 

t 

i 

t 

u 

ill 

ir> 

feet 

.  .Ibs. 

Ibs 

u 

4 

t 

(( 

1 

4 

u 

4 

4 

u 

( 

t 

tt 

I 

4 

It 

k 

t 

»i 

4 

Total  Tons  Weight. 

Estimate  the   weight  of  wall  per  foot  in  height   of    wall,   as 
follows  : 


8  in.  brick  wall,  weight  per  foot,  77  Ibs. 
12  "  "  "      115    " 

16  "  "  "      153    " 

20  "  4-  "      192    " 

24  "  "  "       230    " 


Brown  Stone.  4  inches 57  Ibs 

"    '  8       "     114    " 

"    12       "     170    " 

Granite     "   per  foot 166     li 

White  Marble     "  ...168    " 


What  is  the  full  height  of  the  wall  from  the  bearing  of  the  beam, 
lintel,  or  girder  ? feet inches. 

If  this  weight  is  not  equally  distributed,  double  it. 

Should  it  sustain  a  chimney,  or  any  other  weight,  add  the  ad- 
ditional weight  in  all  cases. 

Deduct  for  windows  only  half  weight ;  that  is,  take  out  of  the 
weight  imposed  on  beam,  lintel,  or  girder,  but  half  the  actual 
space  which  the  windows  will  occupy.  Deduction 


Total  Tons  imposed 

NOTE.— Should  a  pier  rest  on  or  about  the  middle  of  beam,  lintel,  or  girder, 
tlie  weight  must  not  be  considered  to  be  equally  distributed.  In  computing  the 
weight  of  a  brick  arch,  estimate  a  four-inch  arch  as  equal  in  weight  to  an 
eight-inch  thick  wall,  and  an  eight-inch  arch  as  equal  in  weight  to  a  twelve-inch 
thick  wall,  on  a  straight  line.  This  additional  weight  is  to  make  allowance  for 
the  weight  of  material  required  to  fill  up  on  a  level  with  the  crown  of  the  arch. 
Make  additional  allowance  for  any  material  placed  above  the  crown  of  the  arch. 


IF   TO   SUSTAIN   FLOORS,    GIVE 

Size  of  floors  feet inches  wide  x  . . .  .feet inches 

long  = 

Number  of  floors  ? 

What  is  the  area  of  floor  surface  ? feet inches. 

What  is  the  weight  of  floor,  per  superficial  foot  ? pounds  per 

foot  = Ibs 

(See  *) 


Pounds. 


ARCHITECTURAL   IKON    WORK. 


171 


Should  this  weight  of  floors  rest  on  a  girder  or  girders — which  rest  either 
directly  on  the  iron  beam,  lintel,  or  girder,  or  on  the  wall  above,  which  it  sus- 
tains— the  weight  must  in  every  case  be  doubled,  as  the  weight  is  considered 
central  and  other  than  equally  distributed. 


.pounds  from  above,  doubled,  = 


Should  the  weight  of  floors  be  sustained  on  beams  resting  on  the  iron  beam, 
lintel,  or  girder,  or  on  the  wall  above,  which  it  sustains,  equally  distributed  over 
its  length,  it  does  not  require  to  be  doubled. 


IF    FLAT    ROOF    SURFACE . 

feet inches  long  x feet inches  wide, 

= feet inches,  at  90  pounds  per  foot  = 


*  For  Mansard  Roof,  additional  calculation  will  have  to  be   made   for  the 
weight  imposed. 

*  Should  the  Iron  Beam,  Lintel,  or  Girder,  sustain  Tanks  or  any  other  weight, 
the  calculation  to  be  made  on  this  sheet. 


Total  pounds. 


For  Tenement  Houses,  compute  the  weight  per  foot  floor  surface. . .   100  Ibs. 

Dry  Goods  House 310    kt 

Flour  Store 350    " 

Public  Assemblies 180    «• 

Roof,  including  snow 90    " 

Hardware  Store from  350  to  600   " 

*  For  cast-iron  arch  beams  or  girders  with  wrought-iron  tension  rods,  calculate  the  maximum 
strain  when  the  pressure  or  weight  of  test  is  applied  on  the  middle  of  beam  or  girder,  not  to  ex- 
ceed five  tons  per  square  inch  of  tension  rod,  or  equal  to  ten  tons  distributed. 


REPORT   OF  INSPECTOR. 

NEW  YORK, ,  187 

To  the  Superintendent  of  Buildings; 
I  respectfully  report  that  the  iron  girders,  beams,  and  lintels,  described  in 


ARCHITECTURAL   IRON   WORK. 

the  foregoing  application,  were  practically  tested  by  me  -with  the  following 
result  : 

Tested  to  ..........  Tons  .......  ,   Deflected  ............  inches. 


Permanent  Set. 
I  hereby  certify,  by  the  foregoing  test,  that  the  above  ................  is 

..............  sufficient  to  bear  the  weight  to  be  imposed  thereon,  agreeably 

to  the  requirements  of  the  annexed  application,  and  having  ............... 

approved  of  the  same,  I  have  ..............  caused  the  mark  of  the  Depart- 

ment to  be  placed  thereon. 


Inspector  of  Iron  Work. 


BLANK  FOKM  OF  KEQUEST  FOR  ESTIMATE. 

OFFICE  OF  ) 

,  ARCHITECT,      [• 

No ,  STREET.  ) 

,  187 

To 

DEAR  SIR  :     You  are  hereby  invited  to    submit   proposals  for  the   Iron 

Work  required  for  building 

Plans  and  Specifications  are  now  ready  at  this  office.     Bids  will  be  received 

until  the day  of ,  at  12  m. 

Yours  truly, 


BLANK  FORM  OF  PROPOSAL. 
OFFICE  OF 


1 


IRON  CONTRACTOR  AND  MANUFACTURER,  , 

No , STREET.        J 

,  187 

To 

DEAR  SIR:  I  (or  we)  hereby  propose  to  do  all  the  Iron  Work  required  by 
the  Specification  of  Iron  Work  and  Plans,  for  the  building  to  be  erected 
No , Street,  for  the  sum  of dollars, 

* 

Respectfully, 


ARCHITECTURAL   IRON   WORK. 

BLANK  FOEM  OF  CONTEACT. 

ARTICLES  OF  AGREEMENT  made  this 

of ,  in  the  year  one  thousand  eight  hundred  and. . . 

BETWEEN 

of  the  first  part,  and 

of  the  second  part. 

First.   The  said  part      of   the  second  part   do      hereby  for heirs, 

executors  and  administrators,  covenant,  promise  and  agree  to  and  with  the 

said  part     of  the  first  part executors,  administrators  or  assigns,  that 

the  said  part    of  the  second  part, executors  or  administrators, 

shall  and  will,  for  the  consideration  hereinafter  mentioned,  on  or  before  the 

day  of next,  well  and  sufficiently  erect  and  finish  the 

IRON  WORK  of  the  building  to  be  erected,  built  and  completed  on  the  land 

of  the  part     of  the  first  part,  known  as  lot     No , Street,  in 

the  city  of ,  agreeably  to  the  Drawings  and  Specification  made 

by ,  Architect,  and  signed  by  the  said  parties  and 

hereunto  annexed,  within  the  time  aforesaid,  in  a  good,  workmanlike  and 
substantial  manner,  to  the  satisfaction,  and  under  the  direction  of  the  said 
Architect,  to  be  testified  by  a  writing  or  certificate  under  the  hand  of  the 
said  Architect,  and  also  shall  and  will  find  and  provide  such  good,  proper  and 
sufficient  materials,  of  all  kinds  whatsoever,  as  shall  be  proper  and  sufficient 
for  the  completing  and  finishing  all  the  IRON  WORK  and  other  works 
of  the  said  building  mentioned  in  the  Iron  Specification  for  the  sum  of 

dollars.     And  the  said  part     of  the  first  part, 

do    hereby  for heirs,  executors  and  administrators,  covenant,  promise 

and  agree,  to  and  with  the  said  part    of  the  second  part, executors 

and   administrators,    that    the   said  part      of  the  first  part, 

executors  or  administrators,  shall  and  will,  in  consideration  of  the  covenants 
and  agreements  being  strictly  performed  and  kept  by  the  said  part  of  the 
second  part,  as  specified,  well  and  truly  pay,  or  cause  to  be  paid  unto  the 

said  part    of  the  second  part,   executors,  administrators  or  assigns, 

the  sum  of Dollars, 

lawful  money  of  the  United  States  of  America,  in  manner  following  : 


When 


the  sum  of 
the  sum  of 
the  sum  of 


Dollars. 
Dollars. 
Dollars. 


Total, 

PROVIDED,  that  in  each  of  the  said  cases,  a  certificate  shall  be  obtained 
and  signed  by  the  said  Architect. 


17  £  ARCHITECTURAL    IRON   WORK; 

AND  IT  Is  HEREBY  FURTHER  AGREED  BY  AND  BETWEEN  THE  SAID 

PARTIES  : 

-  First.  The  Specification  and  the  Drawings  are  intended  to  co-operate,  so 
that  all  work  mentioned  in  the  Specification  is  to  be  executed  the  same  as  set 
forth  in  the  Drawings,  to  the  true  meaning  and  intention  of  the  said  Draw- 
ings and  Specification,  without  any  extra  charge  whatsoever. 

Second.  The  Contractor,  at  his  own  proper  cost  and  charges,  is  to  provide 
all  manner  of  materials  and  labor,  scaffolding,  implements,  moulds,  models 
and  cartage  of  every  description,  for  the  due  performance  of  the  several 
erections. 

Third.  Should  the  Owner,  at  any  time  during  the  progress  of  the  said 
Iron  Work,  request  any  alteration,  deviation,  additions  or  omissions,  from  the 
said  contract,  he  shall  be  at  liberty  to  do  so,  and  the  same  shall  in  no  way 
affect  or  make  void  the  contract,  but  will  be  added  to,  or  deducted  from,  the 
amount  of  the  contract,  as  the  case  may  be,  by  a  fair  and  reasonable  valua- 
tion. 

Fourth.  Should  the  Contractor,  at  any  time  during  the  progress  of  the 
said  works,  refuse  or  neglect  to  supply  a  sufficiency  of  materials  or  workmen, 
the  Owner  shall  have  the  power  to  provide  materials  and  workmen,  after 
three  days'  notice  in  writing  being  given,  to  finish  the  said  works,  and  the 
expense  shall  be  deducted  from  the  amount  of  the  contract. 

Fifth.  Should  any  dispute  arise  respecting  the  true  construction  or  mean- 
ing of  the  Drawings  or  Specification,  the  same  shall  be  decided  by  the  said 
Architect,  and  his  decision  shall  be  final  and  conclusive ;  but  should  any 
dispute  arise  respecting  the  true  value  of  the  extra  work,  or  of  the  works 
omitted,  the  same  shall  be  valued  by  two  competent  persons — one  employed 
by  the  Owner,  and  the  other  by  the  Contractor — and  those  two  shall  have 
power  to  name  an  umpire,  whose  decision  shall  be  binding  on  all  parties. 

Sixth.  The  Owner  shall  not,  in  any  manner,  be  answerable  or  accountable 
for  any  loss  or  damage  that  shall  or  may  happen  to  the  said  works,  or  any 
part  or  parts  thereof  respectively,  or  for  any  of  the  materials  or  other  things 
used  and  employed  in  finishing  and  completing  the  same  (loss  or  damage  by 
fire  excepted).  The  Owner  shall  keep  the  said  building  insured,  and  be 
responsible  for  all  loss  or  damage  by  fire. 

IN  WITNESS  WHEREOF,  the  said  parties  to  these  presents  have  hereunto 
set  their  hands  and  seals,  the  day  and  year  above  written. 

Witnesses:  [L.  S.] 

[L.  S.] 


FOUNDING. 

The  following  general  remarks  on  casting,  moulding,  etc.,  is 
intended  more  particularly  for  the  benefit  of  those  who  may 
have  invested  money  in  a  foundry,  and  yet  who  know  little  or 
nothing  of  the  practical  workings  of  such  a  place. 

Iron  is  generally  melted  in  a  Cupola-furnace.     The  cupola, 


ARCHITECTURAL   IRON   WOEK. 


175 


as  Ordinarily  constructed,  consists  of  four  legs  and  a  cast-iron 
circular  or  elliptical  flanged  plate,  which  is  laid  on  the  legs,  and 
has  an  opening  in  the  centre,  to  which  swinging  doors  are 
fitted.  A  wrought-iron  exterior  shell  rises  from  the  plate,  to  a 
height  of  from  10  to  18  feet,  and  is  lined  with  tire  brick.  The 
inside  diameter  is  from  3  to  8  feet.  The  chimney  or  flue  is  also 
of  boiler  iron,  lined  with  fire  brick.  The  cupola  is  capable  of 
melting  from  3  to  20  tons  of  pig  iron  per  hour.  Kear  the 
bottom  is  an  opening  in  the  brick  lining,  through  which  the 
.melted  iron  runs  when  the  furnace  is  tapped.  A  little  higher 
up  two  isinglass  peep-holes  are  provided  for  showing  the 
state  of  combustion  and  position  of  the  coal,  etc.,  inside.  To 
create  a  draught,  a  current  of  air  is  forced  in  at  the  sides, 
through  tubes  called  tuyeres,  by  a  blowing  machine. 


(i(i.  Tuyeres,     b  b.  Small  isinglass  windows,     c,  Ladle  for  receiving  the  melted  metal, 
Columns  of  support.     The  small  upright  rods  support  the  hinged  floor,  and  stand  in  the  pit  below 
the  cupola. 

EXTERIOR  OF  THE  LOWER  PART  OF  A  CUPOLA. 

In  the  upper  part  of  the  back  of  the  cupola  is  the  opening  for 
receiving  the  charges.  When  the  cupola  is  to  be  used,  the  swing 
doors  are  raised  and  held  up  by  upright  bars.  The  doors  are 
then  covered  on  the  inside  with  sand,  to  the  depth  of  about  six 


176  ARCHITECTURAL    IKON   WORK. 

inches.  The  charging  is  done  by  placing  a  sufficient  quantity 
of  kindling  wood  upon  the  floor,  and  above  this  a  layer  of  the 
best  anthracite  coal  in  large  lumps,  and  in  sufficient  quantity  to 
fill  up  to  the  height  of  several  inches  above  the  line  of  tuyeres, 
after  it  has  well  settled  and  the  wood  has  burned  away.  This 
precaution  must  be  carefully  observed,  because  if  the  charge  of 
iron  above  the  coal  should  come  down  to  a  level  with  the  en- 
trance of  the  blast,  combustion  would  be  checked,  the  metal 
become  chilled,  the  process  stopped,  and  the  dumping  of  the 
charge  necessitated.  Upon  the  layer  of  coal  thus  carefully  de- 
posited, one  of  pig  iron  is  placed,  varying  in  quantity  from 
1,000  to  5,000  Ibs.,  according  to  the  size  of  the  cupola  and 
to  the  rapidity  with  which  it  is  proposed  to  effect  the  melting  ; 
and  upon  this  another  layer  of  coal  is  deposited,  and  afterwards 
succeeding  layers  of  iron  and  coal.  The  pig  is  broken  into  pieces 
from  ten  to  fifteen  inches  in  length  before  it  is  charged. 
Fluxes  are  added  where  occasion  requires,  according  to  the 
judgment  of  the  melter,  pounded  marble  or  limestone  being 
most  frequently  employed.  The  wood  is  usually  ignited  when 
the  first  layer  of  coal  is  deposited,  and  in  an  hour  to  an  hour 
and  a  half  the  furnace  may  be  tapped.  When  the  charging  is 
being  done,  behind  the  opening  through  which  the  molten  iron 
is  to  be  let  or  tapped  a  lump  of  coal  is  so  placed  that  the  open- 
ing may  be  rammed  full  of  refractory  material,  preferably 
moulding  sand.  This  tap-hole  is  1J  or  2  inches  wide,  and  is 
formed  by  placing  a  tapered  round  bar  in  the  place  where  the 
hole  is  to  be,  ramming  the  sand  tightly  around  it  and  removing 
it  as  soon  as  the  hole  is  filled  up.  The  sand  filling  is  usually  as 
thick  as  the  cupola  lining — say  six  to  nine  inches — and  this  part 
is  called  the  breast  of  the  cupola.  The  tap-hole  is  closed  by  a 
stopper,  made  of  loam,  which  is  worked  in  the  hand  until  it 
assumes  a  certain  degree  of  tenacity ;  a  round  ball  of  it  is  then 
fastened  on  the  end  of  a  stick  of  wood,  provided  with  a  disc 
of  iron,  which,  being  previously  wet,  is  then  pressed  into  the 


ARCHITECTURAL   IRON   WORK;  177 

tap-hole.     This  stopper  is  removed  and  replaced  as  often  as 
required  during  the  operation  of  tapping. 

On  the  inside  of  the  cupola  the  space  just  above  the  tuyeres 
has  the  shape  of  a  cone,  which  has  the  effect  to  hold  the 
contents  in  such  a  relation  to  the  blast  as  is  best  calculated  to 
make  it  the  most  effectual.  Being  larger  toward  the  bottom  than 
at  the  top,  it  works  hotter  than  if  made  with  parallel  sides,  and 
also  has  the  advantage  of  lasting  longer,  as  the  melted  iron 
which  is  apt  to  cut  the  fire-brick,  does  not  run  down  along  the 
brick.  Slag,  or  scoria,  more  or  less  sticks  to  the  lining  and  grad- 
ually fills  up  the  cupola,  and  finally  compelling  the  brick  to  be 
torn  out  and  new  put  in.  The  melting  and  pouring  is  done 
usually  each  afternoon.  The  molten  iron  after  being  let  out 
through  the  runner  is  caught  into  pots  and  ladles  of  various 
sizes  and  capacities,  to  be  carried  by  hand  or  lifted  by  cranes 
from  the  furnace  to  the  moulds.  The  ladles  are  covered  by  a 
coating  of  clay,  put  on  every  cast  anew.  The  large  pots  are 
always  made  of  wrought  iron,  the  smaller  ones  may  be  either 
cast  or  wrought  iron.  The  sand  bottom  of  the  furnace  is  made 
sloping,  so  as  to  admit  of  discharging  the  last  portions  of  the 
iron.  It  will  be  understood  that  in  melting  iron,  wood,  and  coal 
all  together,  the  iron  being  the  heaviest  works  through  and  falls 
to  the  bottom,  the  purest  iron  being  at  the  lowest  point,  and 
the  dross,  impurities,  etc.,  being  on  top.  The  dross  from  the 
iron  after  being  received  in  the  ladles,  rises  to  the  top  and  is 
skimmed  off,  or  held  back  when  the  moulder  is  pouring  into  the 
moulds.  The  melting  point  of  cast  iron  varies.  Scotch  pig 
melts  at  a  somewhat  lower  temperature  than  American  pig,  be- 
cause of  its  larger  quantity  of  carbon.  It  is  a  common  practice 
among  founders  to  melt  different  brands  of  iron  together,  to 
give  the  mixture  desired  characteristics  which  they  do  not  pos- 
sess separately.  The  cupola  has  the  advantage  of  melting  iron 
cheaper  than  any  other  furnace,  and  enables  a  large  or  small 

quantity  to  be  melted.     After  the  iron  has  all  been  tapped  out, 
12 


178  ARCHITECTURAL    IRON    WORK. 

the  bars  under  the  swing  doors  are  knocked  away  and  the  re- 
maining contents  of  the  furnace  dumped,  the  debris  falling  into 
the  brick  pit,  a  stream  of  water  through  a  hose  played  upon  it 
for  a  while,  and  the  following  day  shovelled  out  and  assorted. 


MOULDING. 

The  floor  of  the  foundry,  for  a  depth  varying  from  3  to  8 
feet,  is  made  up  of  moulding  sand.  The  first  matter  to  receive 
attention  in  moulding  is  the  selection  and  proper  treatment  of 
the  sand ;  for  it  is  only  by  the  use  of  sand  possessing  certain 
properties,  that  the  formation  and  retention  of  a  smooth  and 
well  defined  cavity  can  be  produced,  having  at  the  same  time 
sufficient  porosity  to  allow  of  the  escape  of  air  and  gases  which 
are  generated  during  the  pouring  of  the  metal.  It  must  pos- 
sess, in  a  certain  degree,  the  nature  of  a  plastic  or  adhesive  sub- 
stance. The  various  kinds  of  good  moulding  sand  have  been 
found  to  be  of  an  almost  uniform  chemical  composition,  vary- 
ing in  grain  or  the  aggregate  form  only.  It  contains  between  93 
and  96  parts  of  silex  or  grains  of  sand,  and  from  3  to  6  parts  of 
clay,  and  a  little  oxide  of  iron, in  each  100  parts.  It  has  in  its  green 
state  a  yellowish  earthy  color,  balls  easily  on  being  squeezed  in 
the  hand,  and,  if  sufficiently  fine,  assumes  the  finest  impressions 
of  the  skin  without  adhering  to  it.  Sand  is  more  or  less  porous, 
and  very  refractory,  so  that  the  hot  metals  do  not  melt  or  bake 
it — two  qualities  of  great  importance  in  the  successful  opera- 
tions of  the  business.  In  practice,  the  different  classes  of  cast- 
ings require  different  kinds  of  sand ;  for  one  kind  the  sand 
is  to  be  porous,  open,  and  is  still  to  be  adhesive  ;  for  another 
class  it  is  to  be  very  adhesive  and  fine,  almost  free  of  grit,  to 
make  itself  conform  to  the  minutest  parts  of  the  pattern  em- 
bedded in  it.  Enough  moisture  must  be  present  in  the  sand  to 
produce  a  proper  degree  of  adhesion,  but  the  quantity  must  be 
as  small  as  possible,  for  too  much  would  produce  an  amount  of 


ARCHITECTURAL   IRON    WORK.  179 

vapor  when  the  molten  metal  is  poured  that  would  injure  or 
destroy  the  mould.  The  cost  of  sand  is  not  an  item  of  much 
consequence  after  the  first  supply  is  obtained,  as  it  is  used  over 
and  over  many  times.  It  has  often  to  be  transported  consider- 
able distances,  as  it  is  not  found  in  every  locality  where  common 
sand  exists.  The  moulding  sand  which  is  used  in  New  York 
City  is  principally  obtained  in  New  Jersey  and  in  the  vicinity  of 
Albany,  N.  Y.  To  work  successfully  in  green  sand  (as  it  is 
called),  it  is  almost  absolutely  necessary  to  divide  the  articles  of 
manufacture.  The  moulder  who  has  been  trained  to  small 
articles  is  hardly  able  to  do  heavy  work ;  and  those  moulders 
who  have  been  used  to  heavy  articles  cannot  compete  with 
moulders  of  light  castings.  The  sand  suitable  for  columns, 
beams,  etc.,  is  not  fit  for  leaves  of  capitals,  cornices,  etc.  There 
needs  to  be  a  separate  shop,  and  separate  hands,  particular  sand 
for  light  and  heavy  work  respectively. 

The  tools  used  by  moulders  are  various,  consisting  of  trowels 
from  the  size  of  a  small  mason's  trowel,  down  to  a  very  small 
one ;  and  tools  for  polishing  and  cleaning  surfaces,  together  with 
rammers,  pointed  and  round.  Besides  the  tools  here  enumer- 
ated, the  moulder  has  short-handled  light  shovels,  for  filling 
boxes  and  for  working  the  sand ;  sieves  of  various  sizes  or 
meshes,  and  a  riddle  for  filling  the  flask ;  small  bellows  for 
blowing  dry,  loose  sand  from  the  moulds,  and  parting  sand  from 
the  patterns,  etc.  The  moulder  needs  an  iron  water  pot ;  two 
or  more  linen  bags  for  coal  dust,  black  lead,  etc.,  a  piece  of  rope 
for  tufts,  and  iron  or  brass  piercers  or  prickers. 

Architectural  casting  is  mainly  done  in  green  sand.  Many 
articles  require  a  combination  of  dry  sand  and  green — dry  sand 
for  cores.  Cores  are  especially  used  for  forming  vacancies  in 
castings,  which  cannot  be  successfully  formed  by  the  pattern. 
Core  sand  should  be  coarse  and  very  porous,  such  as  white  sand 
from  the  sea-shore.  It  is  mixed  with  flour,  sour  beer,  etc.,  form- 
ing a  paste,  and  baked  hard  in  the  core  oven.  Fresh  sand  must 


180  ARCHITECTURAL   IKON    WORK. 

be  used  in  each  cast;  old  sand,  burned  sand,  or  sand  mixed 
with  coal,  cannot  be  employed  for  this  purpose.  The  casting 
of  a  hollow  column  is  an  example  of  mixed  moulding  in  green 
and  dried  sand.  The  outer  part  of  the  mould  is  made  in  a  flask 
of  two  parts  with  green  sand,  from  a  solid  pattern  of  the  column. 
A  dry  sand  core  somewhat  longer  than  the  mould  is  then  placed 
in  the  axis  of  the  hollow  mould,  its  extremities  resting  upon  the 
sand  beyond.  The  thickness  of  the  walls  of  the  column  will  of 
course  be  in  inverse  proportion  to  the  size  of  the  core.  The 
management  of  cores  is  a  matter  which  requires  some  ingenuity. 
A  caution  not  to  be  neglected  is  that  cores  are  never  to  be  put 
into  a  green  sand  mould  until  the  very  latest  moment  before 
casting. 

Long  or  thin  cores,  whether  in  green  sand  or  dry,  are  stiffened 
by  arbors,  or  small  rods  of  iron,  which  are  moistened  with  clay 
water.  Such  wires  or  rods  are  buried  in  the  core  and  recovered 
when  the  casting  is  cleansed  from  its  adhering  sand.  If  cores 
are  too  long  to  bear  their  own  weight  and  the  pressure  of  the 
metal,  they  are  to  be  supported  by  wires  or  chaplets,  so  that  the 
cores  will  be  kept  at  the  right  distance  from  the  mould. 

Coal-dust,  black-lead,  and  anthracite  dust,  are  simple  means 
of  blackening  the  mould  by  mixing  it  with  sand.  If  hot  metal 
is  allowed  to  be  in  immediate  contact  with  some  kinds 
of  fresh  sand,  the  sand  will  partly  melt ;  or  if  the  sand  is 
coarse,  the  hot  metal  will  penetrate  into  the  spaces  between  the 
grains,  and  the  casting  in  consequence  will  be  rough.  Black- 
ening, or  a  coating  of  carbon,  will  prevent  in  a  great  measure  the 
burning  of  the  sand,  and  consequent  roughness  of  the  casting ; 
but  if  used  in  too  large  quantities  it  is  apt  to  fill  the  necessary 
pores  of  the  sand,  and,  as  it  is  almost  incombustible,  will  pre- 
vent the  escape  of  gases  from  the  hot  metal,  and  consequently 
cause  unsound  castings.  Sharp  outlines  can  never  be  expected 
if  too  much  coal  is  used,  either  mixed  with  the  sand  or  dusted 
on.  In  ornamental  moulding  it  is  not  generally  the  strength  of 


ARCHITECTURAL   IRON   WORK.  181 

the  metal  which  is  the  most  valuable,  but  it  is  the  perfect  repre- 
sentation of  the  pattern  which  is  desirable.  Sharp  outlines  and 
smooth  castings  are  the  main  object. 

The  art  of  moulding  would  in  itself  fill  a  volume.  It  is  a 
trade,  and  skilful  workmen  are  plentiful.  After  all,  the  gen- 
eral appearance  of  finished  architectural  iron  work  does  not  de- 
pend so  much  on  the  surfaces  of  the  castings,  as  it  does  on  the 
patterns  from  which  the  castings  are  made — the  boldness  of 
outlines,  the  artistictness  of  the  carvings — things  beyond  the 
control  of  the  moulder.  The  moulding  of  these  patterns  is 
generally  simple,  there  are  but  few  complicated  forms,  and 
therefore  there  is  no  reason  why  well-finished  castings  of 
uniform  thickness  should  not  be  turned  out.  Indeed  the  most 
elegant  castings,  surpassed  nowhere  in  the  world,  are  now  made 
for  architectural  purposes.  There  is  a  great  advantage  in  well- 
finished  patterns.  If  the  patterns  are  perfect  the  castings  will 
be  good. 

The  moulds  are  generally  formed  in  a  frame  similar  to  a  box, 
without  top  or  bottom,  and  having  traverses  or  bars  running 
across  on  the  inside.  These  boxes  are  technically  called 
"  Flasks,"  and  they  enclose  the  sand  which  is  filled  around  the 
pattern.  A  flask  is  made  in  two  or  more  parts,  the  top  portion 
being  called  the  cope,  and  the  bottom  the  drag.  On  each  side 
of  the  flask  are  two  or  more  hooks  fitting  to  eyes  which  serve 
to  connect  the  two  parts  of  the  flask  as  firmly  as  possible,  to 
prevent  a  separation  or  the  lifting  of  the  upper  box.  Pins  are 
also  arranged  in  the  sides,  so  that  the  boxes  can  be  lifted  apart 
and  brought  back  again  to  exactly  the  same  position.  On  each 
box  are  four  snugs'or  handles  for  lifting  and  carrying.  Flasks 
are  made  as  rough  as  possible  inside,  for  it  is  by  adhesion  chiefly 
that  the  sand  remains  in  the  box.  The  adhesion  of  the  sand  is 
increased  by  driving  nails  into  the  traverses  and  sides  of  the 
box,  of  such  length  that  the  points  project  on  the  inside. 

Flasks  may  be  made  of  wood  or  of  cast  iron.     Iron  Flasks 


182  ARCHITECTURAL    IRON    WORK. 

are  in  the  course  of  time  the  cheapest,  as  they  are  the  strongest 
arid  most  durable.  Wooden  flasks  barn  and  leak,  and  never 
make  correct  castings ;  their  pins  never  fit  well  and  the  wood 
is  apt  to  warp.  Iron  flasks  have  the  same  general  construction 
as  wooden  ones,  with  the  addition  of  strong  ears,  by  which  they 
may  be  lifted  with  a  crane.  The  adhesion  of  the  sand  is 
secured  by  nails  being  cast  in  the  box,  or  its  inner  surface  is 
covered  with  projections  made  by  driving  the  piercer  an  inch 
or  so  into  the  sand  before  casting  the  box.  The  form  of  box 
is  generally  suited  to  the  pattern,  and  must  always  be  strong 
enough  to  resist  the  influence  of  the  heavy  weight  of  sand  and 
iron.  If  the  box  gives  way  the  sand  wJll  crack  and  drop  out, 
spoiling  the  mould. 

Large  flasks  are  held  together  by  clamps  or  dogs,  and 
heavy  weights  to  hold  the  cope  down,  many  pieces,  such  as 
box  columns,  etc.,  being  moulded  in  the  floor.  When  the 
frame  of  the  box  is  made  of  iron  the  traverses  are  often  of 
wood.  The  interior  of  a  flask  is  made  wet,  traverses  and  all, 
with  a  solution  of  strong  loam  or  clay,  put  on  by  means  of  a 
brush. 

The  cost  of  flasks  is  a  serious  item.  Expensive  as  they  are 
to  make,  they  are  only  worth  the  price  of  tire-wood  and  old 
iron  under  the  auctioneer's  hammer.  Unless  carefully  guarded 
against,  too  many  flasks  will  be  made  and  too  much  iron  tied 
up  in  weights,  etc. 

The  hot  metal  is  poured  into  the  mould  through  a  git,  or 
gate,  which  is  simply  a  tapering  hole  through  the  upper  box. 
The  hole  is  formed  by  setting  in  one  or  more  wooden  pins  in 
the  sand.  The  setting  of  these  for  gits  is  a  nice  point  and 
requires  considerable  discrimination  on  the  part  of  the 
moulder.  The  gits  are  to  be  very  tapering  and  smooth,  to 
allow  an  easy  passage  for  the  hot  metal  and  prevent  the 
washing  down  of  loose  sand.  Holes  and  vents  must  be  pro- 
vided for  the  escape  of  air  and  gases.  A  powerful  expansive 


ARCHITECTURAL    IRON   WORK.  183 

force  is  applied  to  the  interior  of  the  mould  when  the  hot 
metal  is  poured  in,  and  the  greatest  precautions  must  be  taken 
to  have  all  the  iron  fastenings,  as  well  as  the  sand  tampings, 
strong  enough  to  withstand  the  pressure. 

The  work  of  casting  is  the  last  business  of  the  day.  After 
casting,  the  small  articles  are  removed  the  same  afternoon, 
and  the  heavy  pieces  during  the  night  time.  After  the  sand 
is  rubbed  from  them  they  are  carried  to  an  adjoining  apart- 
ment to  be  chipped  and  otherwise  finished.  The  flasks  are 
piled  up  so  as  to  be  handy  for  the  next  day's  work ;  and  the 
sand,  after  receiving  some  water,  is  shovelled  over,  mixed,  and 
thrown  in  heaps,  where  it  remains  during  the  night.  If 
properly  performed,  the  sand  will  be  of  a  proper  and  uniform 
dampness  the  next  morning.  The  expense  of  moulding  is 
very  variable.  It  is  done  by  days'  work  and  by  piece  work. 

Castings  are  generally  made  of  greater  thickness  in  practice 
than  the  requirements  of  theory  show  as  necessary.  Much  of 
the  strength  of  a  casting  depends  on  the  design.  There  should 
be  as  few  abrupt  bends,  sharp  angles,  and  sudden  variations  of 
thickness  as  possible,  in  order  to  obtain  equal  and  uniform 
cooling  and  accord  in  the  order  and  direction  of  crystallization, 
as  it  has  been  found  from  experience  that  wherever  the  order 
of  crystallization  is  disturbed  there  will  be  found  weakness. 
Increased  thickness  should  not  be  considered  as  an  equivalent 
to  inferior  iron,  for  in  no  material  can  it  be  said  with  greater 
truth  that  it  is  absolutely  necessary  to  have  quality  as  well  as 
quantity. 


WAR  PRICES. 

The  following  List-Prices  of  the  Iron  Founders'  and  the 
Engineers'  Association  of  New  York,  in  1864-65,  will  be 
found  valuable  as  a  reference  to  the  ruling  high  charges  for 


184  ARCHITECTURAL   IRON    WORK. 

labor  and  materials  during  war  times,  and  for   comparison 
between  then  and  now : 


PKICES 

ADOPTED  BY  THE 

IKON   FOUNDEKS    OF   NEW    YOKK   AND    NEIGH- 
BORING CITIES, 

OCTOBER  1,  1864. 

MACHINERY  CASTINGS. 

Ordinary  Green  Sand  Castings 7  cts.  per  Ib.  and  upwards. 

Dry  Sand  Castings 8*  "         "         "  " 

Loam  Castings 9    "         "         "  " 

Heavy  Grate  Bars 6    "         "         "  " 

Light      "        "    6£  "        ''         "          " 

Pattern  making $4  per  day. 

SHIP  CASTINGS. 
Ordinary  Green  Sand  Castings 7  cts.  per  Ib.  and  upwards. 

HOUSE  WORK. 

ROUND  COLUMNS. 

Not  exceeding  half-inch  thick,  with  ordinary  Cap  and  Base  Plates. 

3|  inches  diameter $1.40  per  foot. 

4  "  "         1.63        u 

4*      "  " 1.96        " 

5  "  "         2.33        u 

6  "  " 2.80        " 

7  "  "         3.50        " 

COLUMNS. 

Heavy  Round  Columns 7  cts.  per  Ib.  and  upwards. 

Corinthian  Columns 7  "         "  " 

Box  Columns 7  "         "  u 

I  Columns 7  "         "  " 

±  Columns 7  "         "  «' 

Corinthian  Capitals extra  price. 

LINTELS  AND  SILLS. 

Box  Lintels 7  cts.  per  Ib.  and  upwards. 

•r          '•  7    "          "•  " 

"  ....  7    "        "  " 

Door  Sills..  .  7   "        "  " 


ARCHITECTURAL    IRON   WORK.  185 

GIRDERS  AND  BEAMS. 

Vault  Girders  and  Beams 7  cts.  per  Ib.  and  upwards. 

T  "  7   u         "  " 

I  «  7   "        u  u 

Arch       "        7"         " 

Wrought  Iron  Rods 15  cts.  and  upwards. 

Castings  for  Buildings  not  included  in  above  list,  7  cts.  per  Ib.  and  upwards. 
RAILING   CASTINGS. 

Heavy  Railing  Castings 7  cts.  per  Ib.  and  upwards. 

Light         "  "        ?i  tl       "  " 

Cored  Balusters extra  price. 

RANGE  AND  FURNACE  CASTINGS. 

Range  Castings 7£  cts.  per  Ib. 

Furnace,  Ship,  Stove,  and  Hotel  Range  Castings 7      "       " 

SEWING  MACHINE  CASTINGS 7£  cts.  per  Ib.  and  upwards. 

HEAVY  ANVIL  BLOCKS,  Buoy  Weights,  and  Ballast  may  be  made  by  special 
agreement  at  ten  per  cent,  above  cost. 

N.B. — All  the  above  prices  are  net  cash. 

WAR  PRICES. 
TAKIFF  OF  THE  ENGINEEKS'  ASSOCIATION. 

New  York,  April  5,  1865. 
Machinists,  in  Shop,  or  out,  and  on  all  Jobbing  Work. . . .  each  per  day,  $4.25 

Pattern  Makers, 4<            "  4.50 

Millwrights, "            "  4.25 

Boiler  Makers, "            "  4.25 

Blacksmiths,  man  and  helper  at  small  fire, "  12.00 

do.                       do. ,           at  large  fire, from  $15  to  20.00 

Extra  Helpers, each  per  day,    3.00 

.Laborers, "         "  2.50 

Large  Slide  and  Facing  Lathes  and  Planer, "         "  15.00 

do.               Second  Class, "        "  12.00 

do.               Third     do "         "  10.00 

do.               Fourth  do "        "  8.00 

Slotting  Machines,   First  Class "         "  15.00 

do.           do.           Second  do "        '•  12.00 

do.            do.           Third    do  "         "  10.00 

Shaping  Machines,  First   Class, "         "  10.00 

do.           do.            Second  do "         "  8.00 

Drilling  Machines,  Bolt  Cutters,  and  other  Similar  Tools  "         "  8.00 

Boiler  Iron,  for  Repairs, per  Ib.      .12 

Rivets,    "  .13 

Bar  Iron, «'  .10 

Loam    and  Dry  Sand  Castings, from  8  c.  "  to  .  10 

Machinery  Green  Sand  Castings, from  6  c.  "  to  .08 

Grate  Bars, "  .06 

Brass  Castings from  60  c.  "  to  .85 

Copper  Pipe, "  .85 


186 


ARCHITECTURAL   IRON   WORK. 


EXHAUST  TEAPS   FOE  STEAM  PIPES. 

A  simple  and  effective  apparatus  placed  at  the  top  of  the 
exhaust  pipe,  to  catch  and  carry  off  the  water- which  otherwise 
would  fall  on  the  roof  or  in  the  street  below,  is  the  Trap  known 
as  CONROW'S  PATENT,  and  manufactured  and  for  sale  by  most 
of  the  principal  Steam  Fitters.  Its  use  is  very  important  on 
buildings  having  Iron  Fronts ;  indeed,  it  is  required  on  the  top 
of  every  building  in  which  steam  is  used,  on  stores,  factories, 
hotels,  warehouses,  hospita^  public  buildings,  etc. 


DESCRIPTION. 

The  exhaust  steam  on  coming  up  out  of  the  pipe  strikes  the 
cap,  spreads  out  to  the  sides  of  the  drum,  is  held  in  check  by 
the  flaring  top,  and  falls  in  the  shape  of  water  on  the  bottom 
of  the  drum,  and  is  carried  off  through  the  discharge  pipe. 
The  light  vapory  steam  passes  out  at  the  top  of  the  drum  into 
the  open  air,  making  no  impression  on  the  surrounding  objects. 

The  operation  is  absolutely  effectual.     It  simply  holds  the 


ARCHITECTURAL    IRON    WORK.  187 

exhaust  steam  within  the  drum  long  enough  to  let  the  colder 
temperature  of  the  atmosphere  convert  the  heavy  steam  into 
water,  and  allow  the  light  steam  to  pass  away. 

Much  scalding  hot  water  comes  up  the  exhaust  pipe  with  the 
waste  steam,  and  is  slushed  out — quarts  at  a  time — on  the  roof. 
This  Trap  takes  all  this  water  and  conveys  it  off  through  the 
discharge  pipe  to  the  gutter,  or  to  the  leader  pipe,  and  so  saves 
the  building. 

/  ADVANTAGES. 

It  saves  IRON  FRONTS  from  one  of  the  principal  causes  of 
rusting — prevents  the  wet  steam  from  blowing  over  on  the 
front.  It  saves  a  stone  front  from  discoloring  and  ruin. 

It  saves  the  roof  of  the  building  by  preventing  the  scalding 
water  from  falling  and  destroying  the  paint,  and  rusting  the 
tin.  It  saves  the  surrounding  brick  walls  and  the  chimneys. 

It  performs  its  work  perfectly  by  condensing  the  heavy  steam 
within  the  drum,  and  allows  the  light,  vapory  steam  to  pass 
away.  Not  a  drop  of  water  escapes.  A  constant  and  steady 
stream  of  water  is  caught  in  and  carried  off  by  the  Trap  when 
the  engine  is  at  work. 

It  cannot  freeze  up  or  get  out  of  order.  It  will  need  no  re- 
pairs, lasting  as  long  as  the  material  of  which  it  is  made  will 
last. 

It  saves  all  annoyance  to  people  passing  by  in  the  street,  and 
at  open  windows,  from  the  falling  spray. 

It  permits  no  back  pressure  on  the  engine.  The  steam  has 
a  clear  passage  out. 

It  is  compact,  and  sightly  and  durable.  Its  simplicity  is  one 
of  its  chief  merits,  and  its  effectiveness  has  been  proved  by  its 
use  for  a  number  of  years. 


188 


ARCHITECTURAL    IRON   WORK. 


PH 

a 


H 
CQ 


o 

PH 
m 


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151  ^g- 

sS-d  rg  eS  *2  -S 

.5  ^"°  .5  s  B 


d'J 

«&. 


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Iilg  3?t  ill i 
iui  «*  |w« 


x 


x 


W 


cc 

O 

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a 


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.a 


ARCHITECTURAL  IRON   WORK.  189 

IRON  PORT-HOLES  FOR  FIRE  WALLS. 


Extract  from  the  New  York  Fire  Law. 

PARAPET  WALL  to  be  at  least  five  feet  high  above  the  roof,  twelve  inches  thick  and  coped, 
and  to  have  openings  three  and  a  half  feet  above  the  roof,  suitable  for  fire  defence. 

If  the  opening  is  made  too  large,  a  fork  of  flame  is  liable  to  come  through 
and  fatally  burn  the  fireman.  If  made  small,  it  is  inconvenient  to  see  through 
and  work  in.  The  thickness  of  wall  cuts  off  the  side  and  downward  angles  of 
sight,  and  prevents  the  pipe-man  from  playing  on  the  flames  except  at  such 
angles  as  can  be  got  through  the  oblong  hole,  which  necessarily  carries  the 
stream  of  water  not  much  nearer  than  the  centre,  and  more  often  to  the  far 
side  of  the  adjoining  burning  building. 

This  Port-Hole  is  made  in  one  casting,  in  shape  like  a  dice- 
box  or  an  hour-glass,  six  inches  diameter  of  opening  in  the 
centre,  and  radiating  to  a  larger  diameter  of  twelve  inches  on 
either  side  of  the  fire-wall.  The  small  opening  affords  the 
fireman  proper  protection  from  the  flames,  and  the  large  open- 
ing gives  him  increased  angles  of  sight,  free  room  to  work  in, 
and  enables  him  to  turn  his  stream  of  water  in  any  direction. 
The  work  of  battling  with  a  fire  is  done  more  effectually. 

In  the  small  opening  is  placed  a  pane  of  mica,  to  enable  the 
fireman  to  view  the  fire  with  safety  from  the  flames  and  heat, 
in  advance  of  playing  on  the  burning  mass.  This  mica  pane 


ARCHITECTURAL    IRON    WORK. 


fits  in  a  small  groove  in  the  casting,  and  is  held  in  place  simply 
by  a  little  putty.  When  the  fireman  puts  through  his  pipe  he 
at  once  knocks  away  the  obstruction,  and  the  full  and  clear 
diameter  of  the  Port-Hole  is  at  his  service.  The  replacement 
of  a  new  pane  of  mica  is  cheaply  and  quickly  done.  No  sharp 
angles  or  corners  on  the  iron,  so  when  occasion  requires,  the 
hose  may  be  easily  dragged  through,  and  without  hindrance  to 
the  free  flow  of  water. 

Port-Holes  should  be  placed  about  ten  feet  apart  in  the  wall. 


IKON. 


CAST  IRON  expands  -r^Vou  of  its  length  for  one  degree  of 
heat  ;  greatest  change  in  the  shade  in  this  climate,  TyTTr  °^  ^t8 
length  ;  exposed  to  the  sun's  rays,  y^  ;  shrinks  in  cooling 
from  -^-g-  to  -fa  of  its  length  ;  is  crushed  by  a  force  of  93,000 
Ibs.  upon  a  square  inch  ;  will  bear  without  permanent  altera- 
tion, 15,300  Ibs.  upon  a  square  inch,  and  an  extension  of  l-falf 
of  its  length. 

WROUGHT  IRON  expands  TTsVoT  °^  its  length  for  one  degree 
of  heat  ;  will  bear  on  a  square  inch,  without  permanent  altera- 
tion, 17,800  Ibs.,  and  an  extension  in  length  of  y^J  ^  ;  cohesive 
force  is  diminished  ~~  b  an  increase  of  one  degree  of  heat. 


QQOO 


SHRINKAGE  OF  CASTINGS. 


Cast  Iron  ......   \  of  an  inch 


The 

rule  should  be  for 


zinc  .......... 


Iron,  small  cylinders  ____  = 

"     Pipes  ............  = 

"     Girders,  beams,  etc.  — 
u     Large   cylinders,  \ 

>  = 


in.  per  ft. 


in.  15  ins. 


iL6  per  foot. 


the  contraction 
of  diam.  at  top.  * 
Ditto  at  bottom. . .  =  fa  per  foot. 


Iron,  in  length.  ...  = 

Brass,  thin  .........  = 

Brass,  thick  ........  = 

Zinc  ..............  = 

Lead  ..............  = 

Copper 
Bismuth 


longerperlinealfoot 


in  16  ins. 
in  9  ins. 
in  10  ius. 
in  a  foot. 
in  a  foot. 
in  a  foot. 


=  &  in  a  foot. 


AECHITEOTUEAL   IRON   WORK. 


To  FIND  THE  WEIGHT  OF  CASTINGS  FROM  THAT  OF  THEIR 


Multiply  weight  of  white  pine  pattern  by  16  for  cast  iron. 
Ditto          "  "  "  18  for  brass. 

Ditto          "  "  «•  19  for  copper 

Ditto         *•  "  "  25  for  lead. 


To  COMPUTE  THE  WEIGHT  OF  CAST  IRON,  WROUGHT  IRON,  ETC. 


X 


Cubic  inches  multiplied  by 

.263 

=  Ibs.  av.  cast  iron. 

U                                     U                   I 

.281 

= 

U 

wrought  do. 

it                                     U                   « 

.283 

= 

u 

steel. 

u                         u             t 

.3225 

— 

u 

copper. 

K                                     U                    « 

.3037 

= 

u 

brass. 

U                                   U                  ( 

.26 

— 

u 

zinc. 

tc                         u             u 

.4103 

—  - 

u 

lead. 

u                         tt             u 

.2636 

— 

u 

tin. 

u 

u 

.4908 

= 

it 

mercury. 

Cylindrical  in. 

u 

.2005 

= 

4 

cast  iron. 

41 

I                  U 

.2168 

= 

4 

wrought  iron. 

•4 

it 

.2223 

— 

4 

steel. 

4' 

(I 

.2533 

— 

I 

copper. 

u 

l< 

.2385 

=: 

4 

brass. 

it 

(( 

.2042 

rr 

" 

zinc. 

" 

u 

.3223 

-^ 

u 

lead. 

t( 

u 

.207 

-^ 

«' 

tin. 

(1 

it 

.3854 

= 

(C 

mercury. 

Avoirdupois  Ibs. 

u 

.009 

= 

cwts. 

(1                                                            U 

.00045 

— 

tons. 

CAST  IRON. — EXAMPLE,  FOR  PLATES,  ETC. 

What  will  a  plate  12"  x  12"  x  I"  weigh  ?  Rule.— Ascer- 
tain the  number  of  cubic  inches  in  the  piece,  multiply  them 
by  .263  (the  weight  of  a  cubic  inch,  as  given  in  the  above  table) 
and  the  product  will  give  the  weight  in  pounds. 

Thus :     12"  x  12"  x  1"  =    144  cubic  inches. 

.263 


37.872,   say  38  Ibs. 

A  short  method  :     Rule. — Divide  the  number  of  cubic  inches 
in  the  piece  by  4,  and  to  the  product  add  a  20th. 


192  ARCHITECTURAL  IRON  WORK. 

Thus:    12x12x1= 
divide  4) 


36 

add  ^        2    say 
38  Ibs. 

EXAMPLE,  FOR  Box  COLUMNS,  ETC. 

What  will  a  box  column  12"  x  12"  x  1  inch  thick  weigh 
per  lineal  foot  ?  Rule,  —  Ascertain  the  number  of  cubic  inches 
to  the  foot,  multiply  them  by  .263  and  the  product  will  give 
the  weight  in  pounds. 

Thus  :  12 
12 
12 
12 


48  x  12"  long  =  576  cubic  inches  in  the  foot. 
.263 


151.488   say  151  Ibs. 

A  short  method:     Rule. — Multiply  the  number   of    cubic 
inches  in  the  area  by  3,  and  to  the  product  add  a  20th. 

Thus:  12 
12 
12 
12 


48  x  1  =    48  cubic  inches  area. 
3 


144 
add  7 


151   Ibs. 


ARCHITECTURAL  IRON  WORK.  193 

EXAMPLE,  FOR  ROUND  COLUMNS. 

What  will  a  round  column  12  in.  dia.  and  1  in.  thick  weigh 
per  foot «  Rule. — Ascertain  the  number  of  cubic  inches  to  the 
foot,  multiply  them  by  .263  and  the  product  will  give  the 
weight  in  pounds.  [The  decimal  .263  is  used  for  convenience 
sake.  The  correct  decimal,  however,  for  cylindrical  inches  is 
.2065.] 

Thus :     12  in.  dia.  =  37.69  in.  circumference  x  1  in.  thick  = 
37.69  x  12  inches  long  =  452.28  cubic  inches  in  the  ft. 

.263 

118.9    say  119  Ibs. 

A  short  method  :  Rule. — Multiply  the  diameter  by  3*-  to 
get  the  circumference. — Multiply  the  number  of  cubic  inches 
in  the  area  by  3,  and  add  a  20th. 

Thus :     12  in.  dia. 

3+ 

38 
3 


114 

add  5 


119  Ibs. 
An  approximate  method  :     Multiply  the  diameter  by  9. 

EXAMPLE,  FOR  CAST  IRON  T  BEAMS. 

What  will  be  the  weight  of  a  beam  whose  bottom  flange  is 
12"  x  1J",  centre  web  18"  x  1",  and  top  flange  3"  x  1"? 
Get  the  number  of  cubic  inches  in  a  foot  and  multiply  by  .263. 

£"  =  18 
16"  x     1"  =  16 
3"  x    1"  =    3 


37  X 12"  long  =  444  cubic  in.  to  the  ft. 
.263 


13  say   117  Ibs. 


194  ARCHITECTURAL   IRON    WORK. 

Short  method,  thus : 

12  x  1J  =  18 

16  x    1  =  16 

3x1=3 


37 
Multiply  by  3 

111 

6 


117  Ibs.' 
WROUGHT  IRON. — COMPUTING  WEIGHTS. 

The  decimal  for  wrought  iron  is  .281  in  multiplying  the 
number  of  cubic  inches.  The  manner  the  same  as  given  for 
cast  iron. 

For  short  methods  of  figuring  ^th  is  to  be  added  to  the 
product,  instead  of  -g-1^,  as  in  cast  iron. 

Thus:  What  will  a  plate  of  wrought  iron  12"  x  12"  x  1 
inch  thick  weigh? 

Short  method. 


12"  x  12"  x  1"  =  144 

.281 


40  Ibs. 


12"  x  12"  x  I"  =  144 


divide  4) 


36 


add  T\  f 4 

40  Ibs. 

To  TEST  THE  QUALITY  OF  BAR  IRON. 

If  fracture  gives  long  silky  fibres  of  leaden-gray  hue,  fibres 
cohering  and  twisting  together  before  breaking,  it  may  be  con- 
sidered a  tough  soft  iron.  A  medium,  even  grain,  mixed  with 
fibres,  a  good  sign.  A  short,  blackish  fibre  indicates  badly  re- 
fined iron.  A  very  fine  grain  denotes  a  hard  steely  iron,  apt 
to  be  cold-short,  hard  to  work  with  a  file.  Coarse  grain,  with 
brilliant  crystalized  fracture,  yellow  or  brown  spots,  denotes  a 


ARCHITECTURAL   IRON    WORK. 


195 


brittle  iron,  cold  short,  working   easily  when  heated ;    welds 
easily.     Cracks  on  the  edge  of  bars,  sign  of  hot-short  iron. 

The  foreign  substances  which  iron  contains  modify  its  essen- 
tial properties.  Carbon  adds  to  its  hardness,  but  destroys  some 
of  its  qualities,  and  produces  Cast  Iron  or  Steel  according  to 
the  proportion  it  contains.  Sulphur  renders  it  fusible,  difficult 
to  weld,  and  brittle  when  heated  or  " hot  short"  Phosphorus 
renders  it  "  cold  short" 


WEIGHT   OF    A   LINEAL   FOOT    OF    ROUND   AND 
SQUARE   BAR   IRON,  IN  POUNDS. 


Inch. 

ROUND    IRON. 

^            Ibs.        Inch.      | 

|      ibs. 

Inch. 

SQUARE  IRON. 

•(•       Ibs.        Inch.      HB 

Ibs. 

J 

16C 

44 

...    63.1 

4 

208      ^-L 

60.8 
64.5 
68.2 
72.0 
75.9 
80.0 
84.2 
88.5 
92.8 
97.3 
101.9 
106.6 
111.4 
116.3 
121.2 
131.6 
142.3 
153.5 
165.0 
189.5 
215.6 
243.4 
272.8 
303.9 
336.8 
371.3 
407.5 
445.4 
485.0 

.  .  .368 

5 

66  7 

I.. 

468 

4f  

*  . 

654 

51. 

697 

I 

833 

1.02 

^4- 

73  2 

f.. 

1  30, 

44 

| 

.  1.47 

"4  

54 

76  7 

1.87 

i  2.00 

51 

80  3 

7 

2.55 

4-4- 

1 

2.61 

2  .... 

84.0 

1 

3  33 

5 

H. 
Ii 

3.31 
4.09 

5f  

...    87.8 

4.21 

51 

...    91.6 

li.. 

5  20 

If 

4.94 

A 

cm  « 

If.. 

6  30 

If 

5.89 

6i  
«i 

.  .  .  103.7  : 
mo 

750 

1  1 

It 

6.91 

l| 

.  .  8  80 

54 

8.01 

"1  

120  Q 

is 

10.2 

1 

9.20 

1  Qft  A 

1| 

11.7 

5|  

2 

10.4 



71 

,  .  ,  JoU.U 
139  5 

2  .. 

13.3 
15.0 

6  . 

64- 

2* 

11.8 

149  3  ' 

24, 

13.2 

78 

2i 

16.8 

14.7 
16  3 

8  

,  .  169.9 

2L 

18.8 
on  ,Q 

6f  

st! 

18.0 

19  7 

8i  

si::::: 

9  

180.7 
...  191.8 
...  203.3 
.  .  .  215  0 

Oa'  ' 

22.9 
OP;  o 

7  

2! 

21.6 

21 

27  5 

8  . 
8*  
9   

10 

3 

23  5 

3 

Qn  o 

3?r. 

..  25.5 

27  6 

9*  

.  .  227.2 

Ql 

•jo  5 

9^  239.G 

"$•  • 

•>ft  2 

of 

29  8 

9|  252.4 

34 

37  9 

gL 

32.0 

10  

.  .  266.3 

si.. 

34 

40.8 
43  8 

10  V 

34 

344 

10i  278.9 

11  

Ill 

36.8 

49  ^ 

10*  
IQt  

.  .  .  292.7 
.  .  .  306.8 

46.8 

4  .. 

53.9 

10 

4i- 

45.2 
.    479 

11  

...321.2 

573 

1 

Hi.'!.'.'.' 

.  .  .  336.0 
...  351.1 

2 

a.  '  " 

5S  7 

lit  

.  .  .  366.5 

44 

56  8 

12  

.  .    382  2 

599 

196 


ARCHITECTURAL   IRON  WORK. 


WEIGHT  OF  A  LINEAL  FOOT  OF  FLAT  BAR  IRON, 
IN  POUNDS. 


NO.   I. 


Breadth 
in  inches. 

••            Thickness  in  Fractions  of  inches.           ••§ 

i 

fV 

I 

A 

* 

i 

t 

1 

1 

1 

.83 

1.04 

1.25 

1.46 

1.67 

2.08 

2.50 

2.92 

3.34 

H 

.93 

1.17 

1.40 

1.64 

1.87 

2.34 

2.81 

2.28 

3.75 

i± 

1.04 

1.30 

1.56 

1.82 

2.08 

2.60 

3.13 

3.65 

4.17 

if 

1.14 

1.43 

1.72 

2.00 

2.29 

2.87 

3.44 

4.01 

4.59 

l* 

1.25 

1.56 

1.87 

2.19 

2.50 

3.13 

3.75 

4.38 

5.00 

H 

1.35 

1.69 

203 

2.37 

2.71 

3.39 

4.07 

4.70 

5.43 

if 

1.46 

1.82 

2.19 

2.55 

2.92 

3.65 

4.38 

5.11 

5.84 

H 

1.561     1.95 

2.34 

2.74 

3.13 

3.91 

4.69 

5.47 

6.26 

2 

1.67      2.08 

2.50 

2.92 

3.34 

4.17 

5.01 

5.  80 

6.68 

2i 

1.77 

2.21 

2.66 

3.10 

3.55 

4.43 

5.32 

6.21 

7.10 

Si 

1.87 

2.34 

2.81 

3.28 

3.76 

4.69 

5.63 

6.57 

752 

21 

1.98 

2.47 

2.97 

3.47 

3.96 

4-95 

5-95 

6.94 

7.93 

2^ 

2.08 

2.60 

3.13 

3.65 

4.17 

5.21 

6.26 

7.30 

8.35 

2| 

2.19 

2.741     3.28 

3.83 

4.38 

5.47 

6.57 

7.67 

8.77 

4 

2.29 

2.871     3.44 

4.01 

4.59 

5.74 

6.88 

8.03 

9.18 

2* 

2.40 

3.00      3.60 

4.20 

4.80 

6.00        7.20 

8.40 

9,60 

3 

2.50 

3.13      3.75 

4.38 

5.01 

6.26        7.51 

8.76 

10.02 

8* 

2.71 

3.39      4.07 

4.74 

5.43 

6.78        8.14 

9.  9 

10.86 

8* 

2.92 

3.65 

4.38 

5.11 

5.84 

7.30        8.76 

10.23 

11.69 

Bf 

3.13 

3.91 

4.68 

5.47 

6.26 

7.82        9.39 

10.95 

12.52 

4 

3.34 

4.17 

5.00 

5.84 

6.68 

8.35      10.02 

11.69 

13.36 

4i 

3.54 

4.43 

5.32 

6.21 

7.09 

8.87i     10.64 

12.42 

14.19 

4* 

3.75 

4-69 

5.63 

6.57 

7.51 

9.39 

11.27 

13.15 

15.03 

4| 

3.96 

4-95 

5.94 

6.94 

7.93 

9.91 

11.89 

13.88 

15.86 

5 

4.17 

5.21 

6.26 

7.30 

8.35 

10.44 

12.52 

14.61 

16.70 

6i 

4.38 

5.47 

6.57 

7.67 

8.76 

10.96 

13.14 

15.34 

17.53 

W 

4.59 

5.73 

6.88 

8.03 

9.18 

11.48 

13.77 

16.07 

18.37 

5f 

4.80 

6.00 

7.20 

8.40 

9.60 

12.00 

14.40 

16.80 

19.20 

6 

5.01 

6.25 

7.51 

8.76 

10.02 

12.53 

15.03 

17.53 

20.05 

Table  No.  II.,  on  the  following  page,  gives  a  different  arrange- 
ment, which  may  be  found  more  convenient  for  reference  to 
get  the  weight  of  a  lineal  foot  of  flat  bar  iron,  in  pounds. 


ARCHITECTURAL   IRON    WORK. 


197 


WEIGHT  OF  A  LINEAL  FOOT  OF  FLAT  BAE  IRON 
IN  POUNDS. 


NO.    II. 


Th'k.  Wid. 

1  ft. 

Th'k.  Wid.    1  ft. 

Th'k.  Wid. 

1  ft. 

Th'k.  Wid.     1  ft. 

inch.  inch. 

Ibs. 

inch.  inch. 

Ibs. 

inch.  inch. 

Ibs. 

inch.  inch. 

Ibs. 

t    x    1 

0.8 

f    x    2f 

3.5 

i  x  41 

7.2 

f    x    6 

12.7 

i    x    It 

1.1 

i    x    4£ 

7.6 

i  x   14 

1.3 

1   x    3 

3.8 

4  x  4f 

8.0 

f   x    1 

2.5 

i    x    If 

1.5 

t  x  Si 

4.1 

f   x    It 

3.2 

1    x   34 

4.4 

4x5 

8.4 

f    x    14 

3.8 

t    x   2 

1.7 

f   x    3f 

48 

i  x   51 

8.9 

f    x    If 

4.4 

t    x   2t 

1.9 

4  x  54 

9.3 

t   x   2^ 

2.1 

8       X      rr 

5.1 

4  x  5f 

9.7 

f    x    2 

5.1 

t   x   2f 

2.3 

f  x  4i 

5.4 

f   x    2t 

5.7 

5.7 

4x6 

10.1 

f   x    24 

6.3 

i   x   3 

2.5    i 

t  x  4 

6.0 

X 

f    x    2f 

7.0 

t   x   3^ 

2.7  ; 

3-    x    1 

2.1 

t   x   34 

3.0 

I   x   5 

6.3 

1    x    It 

2.6 

f   x   3 

7.6 

i   x   3f 

3.2 

1   x    5t 

6.7 

f  x  14 

3.2 

f    x   Si 

8.2 

t  x  5j 

7.0 

f    x    If 

3.7 

f   x    34 

8.9 

i    x   4 

3.4 

t  x  5| 

7.3 

9.5 

i   x   4* 

3.6 

f   x    2 

4.2 

i   x   4i£ 

3.8 

1   x   6 

7.6 

f  x  21 

4.8 

f    x   4 

10.1 

i   x   4| 

4.0 

5.3 

f   x   4t 

10.8 

V    x    1 

1.7 

t  x  2J 

5.8 

f   x   44 

11.4 

i   x   5 

4.2 

•     x   1^ 

2.1 

f   x    4f 

12.0 

•4    x   5^ 

4.4 

x    l| 

2.5 

f   x   3 

6.3 

4    x   5£ 

4.6 

i  x  It 

3.0 

t  x  81 

6.9 

f   x   5 

12.7 

i    x    5f 

4.9 

i  x  34 

7.4 

1  x  61 

13.3 

i    x    2 

3.4 

i    x   8| 

7.9 

4  x  54 

13.9 

i    x   6 

5.1 

i   x   2i 

3.8 

f   x   5f 

14.6 

i   x   2^ 

4.2 

1    x   4 

8.4 

f    x    1 

1.3 

i    x   2f 

4.6 

t  x  41 

9.0 

f   x   6 

15.2 

f  x  H 

1.6 

f    x    44 

9.5 

1    x    li 

1.9 

4x3 

5.1 

t  x  4| 

10.0 

1    x    14 

5.1 

1    x    If 

2.2 

4  x  3t 

5.5 

1x2 

6.8 

4  x  34 

5.9 

f   x   5 

10.6 

1    x   3 

10.1 

1    x   2 

2.5 

i   x   3f 

6.3 

f   x   61 

11.1 

1    x   4 

13.5 

f   x   2i 

2.9 

f  x  6| 

11.6 

1    x   5 

16.9 

1   x   2i 

3.2 

4x4 

6.8 

f  x  5| 

12.1 

1x6 

20.3 

Table  No.  I.,  on  the  proceeding  page,  gives  a  different 
arrangement  of  weights  of  a  lineal  foot  of  flat  bar  iron,  in 
pounds. 


19S 


ARCHITECTURAL    IRON   WORK. 


TO  CALCULATE  VALUE  PER  TON  OF  2,240  POUNDS, 

AT  -iV  OF  A  CENT  PER  POUND  TO  13  CENTS  PER  POUND. 


$  c. 

$  c.l 

$  c. 

i  $  c. 

$  c. 

I  $   C. 

$  c. 

& 

1  40 

1142  00 

3| 

84  00 

5f  126  00 

71 

168  00 

9|  210  00 

Hi 

252  0. 

i 

2  80 

2 

44  80 

3£ 

86  00 

5f  128  80 

7| 

170  80 

9* 

212  80 

HI 

254  80 

il  5  60 

2|47  60 

4 

89  60 

5^131  60 

7J 

173  60 

9f 

215  60 

114 

257  60 

I 

8  40 

2i'50  40 

4i 

92  40 

6  ,134  40 

H 

176  40 

9f 

218  40;lllf 

260  40 

ill  20 

2|53  20 

4i 

95  20 

6i  137  20 

8 

179  20 

9| 

221  20|llf 

263  20 

|14  00 

2|56  00 

4f 

98  00 

6£  14C  00 

81 

182  00  10 

224  00 

Hi 

266  00 

i 

16  80 

2| 

58  80 

4* 

100  80 

6f  142  80 

8i 

184  80 

10i 

226  80 

12 

268  80 

19  60 

2£61  60 

4f 

103  60 

6^  145  60 

s^ 

187  60  10i 

229  60 

m 

271  60 

1 

22  40 

21 

64  40 

4f 

106  40 

6|  148  40 

8i 

190  40'  10^232  40  J12±274  40 

HI  25  20 

3 

67  20 

41 

109  20 

6f  151  20 

8<i 

193  20  1(H  235  20 

12|I277  20 

1±  28  00 

3i  70  00 

5 

112  00 

6£154  00 

*J 

196  00 

lOf  23<8  00 

mi  280  00 

If 

30  80 

3±72  80 

5* 

114  80 

7  156  80 

Ss 

198  80 

10| 

240  80 

12|  282  80 

if 

33  60 

3f  75  60 

5* 

117  60 

7J-  159  60 

!) 

201  60 

10^243  00, 

121:285  60 

13 

36  40  I  3^  78  40 

6f 

120  40 

7i  162  40 

9i 

204  40 

11 

246  40ljl2| 

288  40 

if 

39  20'  8f81  20i 

5i 

123  20 

7|  165  20 

»i 

207  29 

Hi  249  20||13 

291  20 

NUMBER  OF  FEET   IN  A  BUNDLE. 


HOOP   IRON. 

Jcwt.  (56  Ib.) 
bundles. 

BAND   IRON. 

1  cwt.  (1121b.)  bundles. 

PLAT   IRON 

lcwt.(1121b.) 
bundles. 

ROUND  IRON. 

lcwt.(1121b.) 
bundles. 

In.  No. 

Feet 

In.  No. 

Feet  ;\  In.  No.jFeet 

In. 

Feet 

Inch.     Feet. 

*x21 

817 

Hxl2 

264 

2|xl2 

111 

i      i 

268 

A 

1116 

f  x20 

633 

HxlO 

212 

2fxlO 

87 

i    A 

215 

i 

687 

1x19 

451 

lix    7 

159 

2fx    8 

73 

i      1 

176 

tV 

439 

1    x!8 

361 

Uxl2 

245 

2|x    6 

60 

i    i 

215 

1 

304 

Hxl7 

275 

lixlO 

191 

3    x!2 

102 

1    -fs 

172 

ft 

223 

lixie 

215 

Ux   7 

143 

3   xlO 

79 

1    f 

143 

i 

171 

if  xlQ 

159 

li  x  12 

204 

3x8 

65 

f    i 

108 

A 

135 

If  x!5 

137 

lixlO 

159 

3x6 

55 

t    i 

176 

f 

109 

2   x!4 

108 

Ifx  7 

119 

3^x10 

74 

f    -fe 

143 

H 

91 

SCROLL  IRON 

l|x!2 
IfxlO 

176 
137 

3^x   8 
3^x   6 

60 
51 

f      1 

f    -& 

119 

102 

f 

76 

ixlO 

239 

Ifx   8 

112 

3^x10 

68 

f  3 

90 

1x16 

430 

Ifx    7 

102 

3jx   8 

56 

t  i 

71 

1*14 

345 

2   xl2 

153 

3^x   6 

47 

i  i 

154 

|*16 

191 

2   xlO 

119 

4   xlO 

59 

i  A 

123 

SQUARE  IRON. 

f  x!6 

359 

2x8 

98 

4x8 

49 

i  i 

102 

f  x!4 

287 

2x7 

89 

4x6 

41 

i  -t, 

88 

ft 

956 

1x13 

205 

2x6 

82 

4i  x  10 

53 

i  i 

77 

I 

4 

538 

f  xlO 

159  i 

2±xl2 

136 

4V  x    8 

43 

i  i 

61 

A 

344 

fxl6 

311 

2ixlO 

106 

4£x   6 

36 

i    i 

134 

1 

239 

|x!4 

247 

2ix    8 

87 

5   xlO 

47 

l     A 

107 

"ft 

175 

1x12 

177 

\  2ix   6 

73 

5x8 

39 

l      1 

89 

i 

134 

}  kid 

138 

2.^  x  12 

122 

5x6 

33 

i     -h 

77 

A 

106 

1   x!6 

269 

ajxio 

96 

6    xlO 

39 

i       i 

67 

86 

1    x!4 

215 

2}x   8 

78 

6x8 

33 

1      -fs 

59 

H 

71 

1'xlS 

153 

2^x    6 

66 

6x6 

27 

1     f 

53 

f 

69 

1    xlO 

120 

NOTE. — This  table  is  calculated  for  exact  size.      Rolled  Iron  is  usually  full 
size,  for  which  allowance  should  be  made. 


ARCHITECTURAL   IRON   WORK. 


199 


SHEET  IRON. 

WEIGHT    OF    A    SUPERFICIAL    FOOT. 


B.  W.  Gauge. 


00000  (£) 
0000 
000 
00  (!) 
0 

i (A 

3 

3-4 
4 
5 
6 


(i) 


8 

9 

10 

H  (i) 

12 

13 

14 

15 


Dec.  of 
an  inch. 


.500 

.450 

.437 

.375 

.340 

.312 

.284 

.261 

.250 

.239 

.217 

.208 

.187 

.166 

.158 

.137 

.125 

.109  - 

.094 

.080 

.072 


Weight 
in  Ibs. 


20.208 

18.187 

17.662 

15.156 

13.742 

12.610 

11.477 

10.549 

10.104 

9.660 

8.770 

8.407 

7.558 

6.709 

6.386 

5.537 

5.052 

4.405 

3.799 

3.233 

2.910 


B.  W. 
Gauge. 


16 
17 
18 
19 
20 
21 
22 
23 
24 
25 
26 
27 
28 
29 
30 
31 
32 
33 
34 
35 
36 


Dec.  of 
an  inch. 


.063 
.055 
.048 
.042 
.035 
.033 
.029 
.028 
.025 
.021 
.020 
.018 
.015 
.013 
.012 
.010 
.009 
.008 
.007 
.005 
.004 


Weight 
in  Ibs. 


2.546 
2.223 
1.940 
1.697 
1.415 
1.334 
1.172 


.132 
.014 
.849 
.808 
.727 
.606 
.525 
.485 
.404 
.364 
.323 
.283 
.202 
.162 


HOOP   IRON. 

DIMENSIONS    AND    WEIGHT   IN   LBS.    PER   FOOT   RUN. 


Breadth £     £     I    1  in.  H  H 

B.  W.  Gauge 21         20         19         18  17  16 

Weight  per  lineal  foot 0666    .0875    .1216    .1636  .21  .27 

Breadth 1$          1£          If       2  in.   |  2\  2$ 

B.  W.  Gauge 15         15         14         13  13  12 

Weight  per  lineal  foot 33        .36        .484      .634  .714  .91 

WEIGHT  OF  BOILER  IRON. 

|  inch  iron  weighs 5  pounds  per  square  foot. 

i   (l     (i       n                                         rjl    tt       ft      it  tt 

1    ft     tt       tt     10     "       "      ".  " 

6   It     tt        tt                                          }2^    '«        «'      "  " 

3    tl     it        It                                          15     ft        ft      tl  It 

1   ft     it        tt                                          171    «        ft      it  tt 

JL   ti    it      ti                                20    "      "     "  " 


200 


ARCHITECTURAL    IRON    WORK. 


WEIGHT  OF  ANGLE  IRON. 

PER    LINEAL    FOOT. 


Lbs. 

Lbs. 

fxfxi  . 

.63 

24.x  24.x  -ft  .. 

5 

Ixlxi. 

1 

3x3xf  

7 

HxHxfV  

1.50 

3^-x3^x-!\  

9 

Hxixl-fe  .... 

2. 

4x4x4,    

12.50 

HxHxA  . 

2.75 

6x4xi    

17 

2x2xi  

3.50 

6x6x4,    

20. 

2£  x  2\  x  i 

4.25 

WEIGHT  OF  TEE  IRON. 

PER   LINEAL    FOOT. 


Lbs.     | 

Lbs. 

:t  v  a  v 

l 

63 

gl  x  gl  x  JL 

4 

t 

95 

gL  x  gL  x  _4fi. 

4  87 

HxH 

2  25 

3x3x|    

7  50 

14  xU 

xj 

2  63 

9  50 

H  x  11 

xi 

3.08 

31  X3ixi.  ... 

10  50 

1        

3.40 

4x4x^     

14 

GALVANIZED  AND  BLACK  IRON. 

WEIGHT  IN  POUNDS  PER    SQUARE    FOOT   OF    GALVANIZED  SHEET-IRON, 
BOTH    FLAT   AND    CORRUGATED. 

The  numbers  and  thicknesses  are  those  of  the  iron  before  it 
is  galvanized.  When  a  flat  sheet  (the  ordinary  size  of  which  is 
from  2  to  2£  feet  in  width,  by  6  to  8  feet  in  length)  is  converted 
into  a  corrugated  one,  with  corrugations  5  inches  wide  from 
centre  to  centre,  and  about  an  inch  deep  (the  common  sizes),  its 
width  is  thereby  reduced  about  -j-^th  part,  or  from  30  to  27 


ARCHITECTURAL   IRON    WORK. 


201 


inches ;  and  consequently  the  weight  per  square  foot  of  area 
covered  is  increased  about  ^th  part.  When  the  corrugated 
sheets  are  laid  upon  a  roof,  the  overlapping  of  about  2^  inches 
along  their  sides,  and  of  four  inches  along  their  ends,  diminishes 
the  covered  area  about  ^th  part  more ;  making  their  weight  per 
square  foot  of  roof  about  |-th  part  greater  than  before.  Or  the 
weight  of  corrugated  iron  per  square  foot  in  place  on  a  roof,  is 
about  -J  greater  than  that  of  the  flat  sheets  of  above  sizes  of 
which  it  is  made. 


Number  by  Bir- 
mingham Wire 
Gauge. 

BLACK. 

GALVANIZED. 

Thickness  in 
Inches. 

Flat. 
Lbs. 

Flat. 
Lbs. 

Corrugated. 
Lbs. 

Cor.  on  Roof. 
Lbs. 

80 

.012 

.485 

.806 

.896 

.08 

29 

.013 

.526 

.857 

.952 

.14 

28 

.014 

.565 

.897 

.997 

.20 

27 

.016 

.646 

.978 

1.09 

.30 

26 

.018 

.722 

1.06 

1.18 

.41 

25 

.020 

.808 

1.14 

1  27 

.52 

24 

.022 

.889 

1.22 

1.36 

.62 

23 

.025 

1.01 

1.34 

1.49 

.79 

22 

.028 

1.13 

1.46 

1.62 

.95 

21 

.032 

1.29 

1.63 

1.81 

2.17 

20 

.035 

1.41 

1.75 

1.94 

2.33 

19 

.042 

1.69 

2.03 

226 

2.71 

18 

.049 

1.98 

2.32 

2.58 

3.09 

17 

.058 

2.34 

2.68 

2.98 

3.57 

16 

.065 

2.63 

2.96 

3.29 

3.95 

15 

.072 

2.91 

3.25 

3.61 

4.33 

14 

.083 

3.36 

3.69 

4.10 

4.92 

13 

.095 

3.84 

4.18 

4.64 

5.57 

NOTE. — The  galvanizing  of  sheet-iron  adds  about  one-third  of  a  pound  to 
its  weight  per  square  foot. 


CORRUGATED   IRON   ROOFING. 


Birmingham    Wire 
Gauge. 

Size  of  Sheets. 

Weight  per  Square. 

Number  of   Super- 
ficial Ft.  per  Ton. 

ft.      ft.           ft.      ft. 

cwts. 

16 

6x2    to    8x3 

3i 

800 

18 

6x2    to    8x3 

2± 

1000 

20 

6x2    to    8x3 

1* 

1250 

22 

6x2    to    7  x  2| 

11 

1550 

24 

6x2    to    7  x  2£ 

1± 

1880 

26 

6x2    to    7  x  2i 

1 

2170 

202 


ARCHITECTURAL   IRON   WORK. 


IRON   RIVETS. 

Weight  per  100. 


Length 
Under 
Head. 

DIAMETERS. 

i 

3. 

8 

i 

A 

f 

•L 
8 

1 

1 

1.895 

4.848 

9.66 

16.79 

26.49 

39.3 

55.2 

i 

2.067 

5.235 

10.34 

17.86 

27.99 

41.4 

57.9 

i 

2.238 

5.616 

11.04 

18.96 

29.61 

43.5 

60.7 

t 

2.410 

6.003 

11.73 

20.03 

31.13 

45.6 

63.4 

i- 

2.582 

6.402 

12.43 

21.04 

32.74 

47.8 

66.2 

| 

2.754 

6.789 

13.12 

22.11 

34.25 

49.9 

68.9 

1 

2.926 

7.179 

13.81 

23.21 

35.86 

52.0 

71.7 

1 

3.098 

7.560 

14.50 

24.28 

37.37 

54.1 

74.4 

2 

3.269 

7.956 

15.19 

25.48 

38.99 

56.3 

77.2 

3.441 

8.343 

15.88 

26.56 

40.40 

58.4 

79.9 

3.613 

8.733 

16.57 

27.65 

42.11 

60.5 

82.7 

3.785 

9.120 

17.26 

28.73 

43.67 

62.6 

85.4 

£• 

3.957 

9.511 

17.95 

29.82 

45.24 

64.8 

88.2 

| 

4.129 

9.898 

18.64 

30.90 

46.80 

66.9 

90.9 

^ 

4.301 

10.29 

19.33 

31.99 

48.36 

69.0 

93.7 

i 

4.473 

10.67 

20.02 

33.08 

49.92 

71.1 

96.4 

3 

4.644 

11.06 

20.71 

34.18 

51.49 

73.3 

99.2 

i 

4.816 

11.44 

21.40 

35.27 

53.05 

75.4 

101.9 

i 

4.988 

11.84 

22.09 

36.35 

54.61 

77.5 

104.7 

1 

5.160 

12.23 

22.78 

37.44 

56.17 

79  6 

107.4 

I 

5.332 

12.62 

23.48 

38.52 

57.74 

81.8 

110.2 

1 

5.504 

13.01 

24.17 

39.60 

59.30 

83.9 

112.9 

^ 

5.676 

13.39 

24.86 

40.69 

60.86 

86.0 

116.7 

| 

5.848 

13.78 

25.55 

41.78 

62.42 

88.1 

119.4 

4 

6.019 

14.17 

26.24 

42.87 

63.99 

90.3 

121.2 

i 
I 

6.191 

14.56 

26.93 

43.94 

65.55 

92.4 

123.9 

i 

6.363 

14.95 

27.62 

45.01 

67.11 

94.5 

126.6 

100 
Heads. 

.519 

1.74 

4.14 

8.10 

13.99 

22.27 

33.15 

Length  of  Rivet  required  to  make  one  Head  =  \\  diameters  of  Round  Bar. 

AND 


MEASURES. 

CUBIC  OR  SOLID  MEASURE. 
1  cubic  foot  =  1728  cubic  inches. 
1     "         "     =  2200  cylindrical  inches. 
1     '<         "     =  3300  spherical         " 
1     "      yard  =  27  cubic  feet. 
=  1  ton. 

LONG  MEASURE. 
12  inches       1  foot 
36          =3=1  yard 
72          =6      =       2=1  fathom 
198          =     16.5  =      5.5  =     2.75  =     1  perch  or  pole 
7920  =  660      =220      =110        =  40     =1  furlong 

63360          =5280      =1760      =880       =320    =8     =1  mile. 


WEIGHTS 
AVOIRDUPOIS  WEIGHT. 

16  drachms =  1  ounce. 

16  ounces =1  pound. 

28  pounds =1  quarter. 

4  quarters  (112  Ibs.) =1  cwt. 

20  cwt  (2240  Ibs.). . . . 


ARCHITECTURAL   IRON   WORK. 


203 


WEIGHT    OF    100    BOLTS    WITH    SQQAKE    HEADS 
AND  NUTS. 


Length 
under 

« 

DIAMETER  OF  BOLTS. 

Head. 

Jin. 

fin. 

iin. 

fin. 

fin. 

lin. 

lin. 

H  in. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

1  inch 

3^ 

9 

20 

32 

it 

"  *^ 

31 

4± 

91 
10* 

21 
22 

34V 
37 

*  'Z 

If 

^* 

4& 

A"4 
11& 

23 

39V 

*  4 

2 

^•8 

5 

AA^f 

12i 

24 

w  2 

42 

70 

130 

180 

2i 

5  £ 

25^ 

441 

731 

132^ 

185 

™* 

24 

*-*  R 

5* 

_ 

I4i 

*wy 

27 

**2 

47 

•  «*g 

77 

135 

190 

**2 

*i 

17  4: 

6i 

irr8 

154 

28^ 

49^ 

80,L 

137^- 

195 



3 

6^ 

16V 

30 

52 

84 

140 

200 

296 

Si 

7i 

18i 

33 

56i 

90 

148 

210 

310 

4 

7£ 

20 

36 

61 

196 

156 

220 

824 

4>r 

8| 

21f 

39 

65  i 

10H 

164 

230 

338 

5 

9 

23^ 

42 

70 

107, 

172 

240 

353 

5^ 

94 

241 

45 

74 

112i 

180 

251 

366 

6 

lOf 

26,L 

48 

78 

118 

188 

262 

370 

7 

llf 

29£ 

54 

86 

130 

204 

284 

384 

8 

18* 

33 

60 

94 

143 

220 

306 

398 

9 

14* 

36 

66 

102 

156 

236 

328 

426 

10 

16 

40 

72 

110 

170 

252 

350 

454 

11 

17i 

43 

78 

118 

385 

268 

372 

482 

12 

18| 

46 

84 

127 

200 

284 

393 

510 

13 

92 

155 

219 

335 

426 

538 

14 

97 

163 

237 

351 

448 

566 

15 

103 

170 

249 

391 

470 

594 

WEIGHTS    OF    NUTS  AND    BOLT-HEADS  IN  LBS. 

FOR    CALCULATING    THE    WEIGHT    OF    LONGER    BOLTS. 


Diameter  of  Bolt, 
in  inches. 

1 

1 

2 

I 

1 

1 

1 

U 

1J 

If 

2 

2* 

3 

Weight  of    Hexa- 

gon   Nut      and 

Head  

.017  .057 

.128 

.267 

.43 

.73 

1.10  2.14 

3.78 

5.6  8.75 

17. 

29. 

i 

Weight  of  Square 

Nut  and  Head.. 

.021 

.069 

.164 

.320 

.55 

.88 

1.31 

2.56 

4.42 

7.0 

10.5 

21. 

36. 

1 

204: 


ARCHITECTURAL   IRON   WORK. 


STANDARD   SIZES   OF  WASHERS. 

NUMBER    IN    100     LBS. 


Diameter. 

Size  of  Hole  . 

Thickness 
Wire  Gauge. 

Size  of  Bolt. 

Number  in  100 
Ibs. 

Inch. 

Inch. 

No. 

Inch. 

| 

tV 

16 

i 

29300 

4 

1 

16 

1% 

18000 

It 

1 

14 
11 
11 

i 

7600 
3300 

2180 

H 

u 

11 

2350 

if 

if 

11 

i 

1680 

2 

:  i  -_' 

10 

i 

1140 

2! 

i! 

8 
8 

i 

H 

580 

470 

3 

if 

7 

U 

360 

3 

ll 

6 

360 

RELATIVE  WEIGHTS   OF   METALS. 


The  iceight  of  Bar  Iron 

Weight  of  Cast  Iron  =  .95 

"  Steel  =  1.02 

"         "  Copper  =  1.16 

"  Brass  —  1.09 

"        "  Lead  =  1.48 


The  weight  of  Cast  Iron 
Weight  of  Bar  Iron 

"  Steel 
"         "  Brass 
"  Copper 
"  Lead 


1, 


1.07 
1.08 
1.16 
1.21 
1.56 


VARIOUS  METALS. 

THE    WEIGHT    OF    A    SUPERFICIAL    FOOT. 


Thickness 
in  inches. 

Wrought 
Iron. 

Cast  Iron. 

Steel. 

Copper. 

Brass. 

Lead. 

Zinc. 

Thickness 
in  inches. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

A 

2.526 

2.344 

2  552 

2.891 

2.734 

3.708 

2.344 

A 

* 

5.052 

4.687 

5.104 

5.781 

5.469 

7.417 

4.687 

A 

7.578 

7.031 

7.656 

8.672 

8.203 

11.125 

7.031 

«r 

4 

4 

10.104 

9.375 

10.208 

11.563 

10.938 

14.833 

9.375 

i 

A 

12.630 

11.719 

12.760 

14.453 

13.672 

18.542 

11.719 

A 

1 

15.156 

14.062 

15.312 

17.344 

16.  406 

22.  250 

14.062 

I 

A 

17.682 

16.406 

17.865 

20.234 

19.141 

25.958 

16.406 

A 

i 

20.208 

18.750 

20.417 

23.125 

21.875 

29.667 

18.750 

? 

A 

22.734 

21.094 

22.969 

2d.016 

24.609 

33.375 

21.094 

A 

t 

25.260 

23.437 

25.521 

28.906 

27.344 

37.083 

23.437 

ft 

27.786 

25.781 

28.073 

31.797 

30.078 

40.792 

25.781 

H 

i 

30.312 

28.125 

30.625 

34.688 

32.813 

44.500 

28  125 

« 

32.839 

30.469 

33.177 

37.578 

35.547 

48.208 

30.469 

It 

i 

35.365 

32.812 

35.729 

40.469 

38.281 

51.917 

32.812 

it 

37.891 

35.156 

38.281 

43.359 

41.016 

55.625 

35.156 

U 

i 

40.417 

37.500 

40.833 

46.250 

43.750 

59.333 

37.500 

ARCHITECTURAL   IRON    WORK. 


205 


CAST  IKON   BALLS. 


Inches  — 
Diam. 

Lbs. 
Weight. 

Inches  — 
Diam. 

Lbs. 
Weight. 

Inches  — 
Diam. 

Lbs. 
Weight. 

4 

.07 

4V 

12  43 

8i 

83  77 

1 

14 

5    

17  05 

9 

99  44 

14 

.46 

51 

22  70 

91- 

116  9 

2  

1  09 

6     .  .  .. 

29  47 

10 

136  4 

2V 

2  13 

6± 

37  46 

10V 

157  9 

3   

3  68 

7 

46  80 

11 

181  6 

3.^  

5.85 

7£  

57  57 

1U.. 

207  4 

4  

8.73 

8 

69  80 

12 

235  7 

WEIGHT  OF 

SOLID   CAST  METAL  CYLIKDEBS. 

EACH    1    FOOT    IN    LENGTH. 


Diameter. 

Iron. 

Copper. 

Brass. 

Lead. 

Inches. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

1 

2.5 

3.0 

2.9 

3.9 

2 

9.8 

12.0 

11.4 

15.5 

3 

22.1 

27.0 

25.8 

34.8 

4 

39.3 

47.9 

45.8 

61.9 

5 

61.4 

74.9 

71.6 

96.7 

6 

88.4 

107.8 

103.0 

139.3 

7 

120.3 

146.8 

140.2 

189.6 

8 

157.1 

191.7 

183.2 

247.7 

9 

198.8 

242.7 

231.8 

313.4 

10 

245.4 

299.5 

286.2 

387.0 

DIFFERENT   COLORS   OF   IRON   CAUSED   BY   HEAT. 


C. 

210° 
221 
256 

261 
370 


525 

700 
800 
900 


FAHR. 
..410°.. 
. .430  . . 
. .493  . . 

. .502  i 
. .680  t  ' 


500  ....932 


..  977 
..1292 
..1472 
.  .1657 


COLOR. 

.  .Pale  Yellow. 
.  .Dull  Yellow. 
.  .Crimson. 

{Violet,  Purple  and  dull  Blue ;  between  261°  C.  to  370°  0. 
it  passes  to  Bright  Blue,  to  Sea  Green,  and  then  disap- 
pears. 

.  .Commences  to  be  covered  with  a  light  coating  of  oxide; 
loses  a  good  deal  of  its  hardness,  becomes  a  good  deal 
more  impressible  to  the  hammer  and  can  be  twiated  with 
ease. 

. .  .Becomes  Nascent  Red. 
. .  .Sombre  Red. 
. . .  Nascent  Cherry. 
. .  .Cherry. 


206 


ARCHITECTURAL    IKON    WORK. 


C. 

1000  .. 
1100  .. 
1200  .. 
1300  .. 
1400  .. 
1500  .. 
1600  . 


FAHK. 

..1832  ., 
..2012  ., 
..2192  . 
..2372  . 
..2552  . 
. .2732  ) 
. .2912  J 


NAME. 

Platina , 

Antimony 

Bismuth 

Tin  (average) 
Lead      " 
Zinc  .. 


COLOR. 

.Bright  Cheny. 

.Dull  Orange. 

.Bright  Orange. 

.White. 

.Brilliant  White — welding  heat. 

.  .Dazzling  White. 

MELTING   POINT    OF   METALS. 
FAHR.        FAHR. 
.4593° 

.  955 842 

.  487 507 

.  475 

.  022 620 

.  772 782 

\  1922.  .2012  White. 


Castlron 2786    }2012.  .2192  Gray. 

Wrought  Iron 2552 2733  Welding  heat. 

Copper  (average).  .  .2174 

WEIGHTS  OF  MATERIALS. 


Per 

Jubic  Foot. 


Water 62.3 

Fire-brick 137. 

Brick- work 112. 

Coal,  Anthracite 100. 

"     Bituminous 77  to  90 

Coke 62  to  104 

Granite 164—172 

Plaster  of  Paris 73.5 

Limestone 169—175 

Masonry 116—144 

Sandstone 144 

Slate 178 

Common  Gravel j  109 

Mud    102 

Mortar 98 

Concrete 125 

Common  Soil j  137 

Glass |  165 

THE  RELATIVE   CONDUCTING   POWER  OF  MATE- 
RIALS  USED   IN   BUILDING. 

Slate 100.  Brick,  common 60.14 

Plaster  of  Paris 20.26  "      fire 61.70 

Plaster  and  sand 18.70       Bathstone 61  .08 

Roman  cement 20.80       Oak 33.66 

Lath  and  plaster 25.55       Fir 27.60 

Asphalte 45.19       Beech 2244 

Chalk.                                       .56.38  Lead..                                       ...521.34 


ARCHITECTURAL   IRON    WORK. 


207 


CIRCUMFERENCES  OF  CIRCLES. 

ADVANCING   BY   EIGHTHS. 


CIRCUMFERENCES. 


I 

.0 

-i 

•i 

.1 

.£ 

4 

•£ 

4 

0 

.0 

.3927 

.7854 

1.178 

1.570 

1.963 

2.356 

2.748 

1 

3.141 

3.534 

3.927 

4.319 

4.712 

5.105 

5.497 

5.890 

2 

6.283 

6.675 

7.068 

7.461 

7.854 

8.246 

8.639 

9.032 

o 

9.424 

9.817 

10.21 

10,60 

10.99 

11.38 

11.78 

12.17 

4 

12.50 

12.95 

13.35 

13.74 

14.13 

14.52 

14.92 

15.31 

5 

15.70 

16.10 

16.49 

1688 

17.27 

17.67 

18.06 

18.45 

6 

18.84 

1924 

19.63 

20.02 

20.42 

20.81 

21.20 

21.59 

7 

21.99 

22.38 

22.77 

23.16 

2356 

23.95 

24.34 

24.74 

8 

25.13 

25.52 

25.91 

26.31 

26.70 

27.09 

27.48 

27.88 

9 

28.27 

28.66 

29.05 

29.45 

29.84 

30.23 

30.63 

31.02 

10 

31.41 

31.80 

32.20 

32.59 

32.98 

33.37 

33.77 

34.16 

11 

34.55 

34.95 

35.34 

35.73 

36.12 

36.52 

36.91 

37.30 

12 

37.69 

38.09 

38.48 

38.87 

39.27 

39.66 

4005 

40.44 

13 

40.84 

41.23 

41.62 

42.01 

42.41 

42.80 

43.19 

43.58 

14 

43.98 

44.37 

44.76 

45.16 

45.55 

45.94 

46.33 

46.73 

15 

47.12 

47.51 

47.90 

48.30 

48.69 

49.08 

49.48 

49.87 

16 

50.26 

50.65 

51.05 

51.44 

51.83 

52.22 

52.62 

53.01 

17 

53.40 

53.79 

54.19 

5458 

54.97 

55.37 

55.76 

56.15 

18 

56.54 

56.94 

57.33 

57.72 

58.11 

58.51 

58.90 

59.29 

19 

59.69 

60.08 

60.47 

60.86 

61.26 

61.65 

62.04 

62.43 

20 

62.83 

63.22 

63.61 

64.01 

64.40 

64.79 

65.18 

65.58 

21 

65.97 

66.36 

66.75 

67.15 

67.54 

6793 

68.32 

98.72 

22 

69.11 

69.50 

69.90 

70.29 

70.68 

71.07 

71.47 

71.86 

2'^ 

72.25 

72.64 

73.04 

73.43 

73.82 

74.22 

74.61 

75.00 

24 

75.39 

75.79 

76.18 

76.57 

76.96 

77.36 

77.75 

78.14 

25 

78.54 

78.93 

79.32 

79.71 

80.10 

80.50 

80.89 

81.28 

26 

81.68 

82.07 

82.46 

82.85 

83.25 

83.64 

84.03 

84.43 

27 

84.82 

85.21 

85.60 

86.00 

86.39 

86.78 

87.17 

87.57 

28 

87.96 

88.35 

88.75 

89.14 

89.53 

89.92 

90.32 

90.71 

29 

91.10 

91.49 

91.89 

92.28 

92.67 

93.06 

93.46 

93.85 

30 

94.24 

94.94 

95.03 

95.42 

95.81 

96.21 

96.00 

96.99 

31 

97.39 

97.78 

98.17 

98.57 

98.96 

99.35 

99.75 

100.14 

32 

100.53 

100.92 

101.32 

101.71 

102.10 

102.49 

102.89 

103.29 

33 

103.67 

104.07 

104.46 

104.85 

105.24 

105.64 

V106.03 

106.42 

34 

106.81 

107.21 

107.60 

107.99 

108.39 

108.78 

109.17 

109.56 

35 

109.96 

110.35 

110.74 

111.13 

111.53 

111.92 

112.31 

112.71 

36 

113.10 

113.49 

113.88 

114.28 

114.67 

11506 

115.45 

115.85 

37 

11624 

116.63 

117.02 

117.42 

117.81 

118.20 

118.60 

118.99 

38 

119.38 

119.77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39 

122.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124.88 

125.27 

40 

125.66 

12506 

126.45 

126.84 

127.24 

127.63 

128.02 

128.41 

41 

128.81 

129.20 

129.59 

129.98 

130.38 

130.77 

131.16 

131.55 

42 

131.95 

132.34 

132.73 

133.13 

133.52 

133.91 

134.30 

134.70 

43 

135.09 

135.48 

135.87 

136.27 

136.66 

137.05 

137.45 

137.84 

44 

138.23 

138.62 

139.02 

139.41 

139.80 

140.19 

140.59 

140.98 

45 

141.37 

141.76 

142.16       142.55 

142.94 

143.34 

143.73 

144.12 

208 


ARCHITECTURAL    IRON   WORK. 


AREAS     OF     CIRCLES 

ADVANCING   BY  EIGHTHS. 


AREAS. 


« 

.0 

.* 

•i 

•  1 

.* 

•1 

.* 

•1 

0 

.0 

.0122 

.0490 

.1104 

.19631      .3068 

.4417 

.6013 

1 

.7854 

.9940 

1.227 

1.484       1.767 

2.073 

2.405 

2.761 

2 

3.1416 

3.546 

3.976 

4.430 

4.908 

5.411 

5.939 

64.91 

8 

7.068 

7.669 

8.285 

-8.946 

9.621 

10.32 

11.04 

11.79 

4 

12.56 

13.36 

14.18 

15.03       15.90 

16.80 

17.72 

18.66 

5 

19.63 

20.62 

21.64 

22.69 

23.75 

24.85 

25.96 

27.10 

6 

28.27 

29.46 

30.67 

31.91 

33.18 

34.47 

35.78 

37.12 

7 

38.48 

39.87 

41.28 

42.71 

44.17 

45.66 

47.17 

48.70 

8 

50.26 

51.84 

53.45 

55.08 

56.74 

58.42 

60.13 

61.86 

0 

63.61 

65.39 

67.20 

69.02 

70.88 

72.75 

74.69 

76.58 

10 

78.54 

80.51 

82.51 

84.54 

86.59 

88.66 

90.76 

92.88 

11 

95.03 

97.20 

99.40 

101.6 

103.8 

106.1 

108.4 

110.7 

12 

113.0 

115.4 

117.8 

120.2 

122.7 

125.1 

127.6 

130.1 

18 

132.7 

135.2 

137.8 

140.5 

143.1 

145.8 

148.4 

151.2 

14 

153.9 

156.6 

159.4 

162.2 

165.1 

167.9 

170.8 

17^.7 

15 

176.7 

179.6 

182.6 

185.6 

188.6 

191.7 

194.8 

197.9 

in 

201.0 

204.2 

207.3 

210.5 

213.8 

217.0 

220.3 

223.6 

17 

226.9 

230.3 

233.7 

237.1 

240.5 

243.9 

247.4 

250.9 

l,s 

254.4 

2580 

261.5 

265.1 

268.8 

272.4 

276.1 

279.8 

19 

283.5 

287.2 

291.0 

294.8 

298.6 

302.4 

306.3 

310.2 

20 

314.1 

318A 

322.0 

326.0 

330.0 

3341 

338.1 

342.2 

21 

346.3 

350.4 

354.6 

358.8 

363.0 

367.2 

371.5 

375.8 

22 

380.1 

384.4 

388.8 

393-2 

397.6 

402.0 

406.4 

410.9 

2:} 

415.4 

420.0 

424.5 

429.1 

433.7 

438.3 

443.0 

447.6 

24 

452.3 

457.1 

461.8 

466.6 

471  .4 

476.2 

481.1 

485.9 

2--, 

490.8 

495.7 

500.7 

505.7 

510.7 

515.7 

520.7 

525.8 

20 

530.9 

536.0 

541.1 

546.3 

551.5 

556.7 

562.0 

567.2 

27 

572.5 

577.8 

583.2 

588.5 

593.9 

599.3 

604.8 

610.2 

28 

615.7 

621.2 

626.7 

632.2       637.9 

643.5 

649.1 

654.8 

29 

660.5 

666.2 

671.9 

677.7     !  683.4 

689.2 

695.1 

700.9 

-'50 

706.8 

712.7 

718.6 

724.6     j  730.6 

736.6 

742.6 

748.6 

31 

754.8 

760.9 

767.0 

773.1 

779.3 

785.5 

791.7 

798.0 

82 

804.3 

801.6 

816.9 

823.2 

829.6 

836.0 

842.4 

848.8 

88 

855.3 

861.8 

868.3 

874.9 

881.4 

888.0 

894.6 

901.3 

84 

907.9 

914.7 

921.3 

928.1 

934.8 

941.6 

948.4 

955.3 

85 

962.1 

969.0 

975.9 

982.8 

989.8 

996.8 

1003.8 

1010.8 

36 

1017.9 

1025.0 

1032.1 

1039.2 

1046.3 

1053.5 

1060.7 

1068.0 

37j  1075.2 

082.5 

1089.8 

1097.1 

1104.5 

1111.8 

1119.2 

126.7 

38!1134.l 

1141.6 

1149.1 

1156.6 

1164.2 

1171.7 

1179.3 

1186.9 

39 

1195.6 

1202.3 

1210.0 

1217.7 

1225.4 

1233.2 

1241.0 

1248.8 

40 

1256.6 

1264.5 

1272.4 

1280.3 

1288.2 

1296.2 

1304.2 

1312.2 

41 

1320.3 

1328.3 

1336.4 

1344.5 

1352.7 

1360.8 

369.0 

1377.2 

42 

1385.4 

139.3.7 

1402.0 

1410.3 

1418.6 

1427.0 

1435.4 

1443.8 

4;j 

1452.2 

1460.7 

1469.1 

1477.6 

1486.2 

1494.7 

1503.3 

1511.9 

44 

1520.5 

1529.2 

1537.9 

1546.6 

1555  3 

1561.0 

1572.8 

1581.6 

45 

1590.4 

1599.3 

1608.2 

1617.0 

1626.0 

1634.9 

1643.9 

1652.9 

ARCHITECTURAL   IRON    WORK. 


THE  LABOR  QUESTION. 

The  vexed  questions  of  wages,  strikes  and  lock-outs,  and  de" 
mands  for  a  reduced  number  of  hours  to  constitute  a  day's 
work,  have  at  times  to  be  met  and  decided.  The  world  must 
be  taken  as  it  is,  not  as  any  individual  would  have  it.  Trades' 
Unions  exist  in  the  present  as  in  the  past,  and  are  likely  to  in- 
crease in  numbers  and  in  power.  Probably  in  no  other  country 
have  the  rights  of  labor  to  a  fair  and  equable  share  of  the 
profits  of  production  been  so  fully  recognized  as  in  the  United 
States.  A  high  protective  tariff  has  for  years  received  almost 
unanimous  public  approval,  chiefly  because  it  was  a  shield 
between  the  American  workingman  and  the  necessity  which, 
without  protection,  would  have  forced  him  to  compete  with  the 
overworked  and  underpaid  labor  of  Europe.  Manufacturers 
generally  have  felt  liberal!}7  disposed  towards  their  employees 
They  desire  that  their  men  should  live  in  comfortable  houses, 
wear  good  clothes,  have  plenty  to  eat,  educate  their  children, 
and  accumulate  something  to  live  on  when  they  are  old. 

Masters  and  men  may  be  on  the  best  of  terms  for  years,  when 
suddenly  some  powerful  Union  gives  the  word  of  command 
and  a  strike  ensues.  The  argument  of  those  who  justify 
strikes  is  that  the  masters  are  taking  too  large  a  share  of  the 
gains  of  business  and  are  giving  the  men  too  small  a  share. 
The  pretext  is  always  the  same ;  either  the  masters  protest  that 
profits  have  declined,  and  that  a  reduction  of  wages  must  fol- 
low, or  the  men  allege  that  profits  have  augmented,  and  that  an 
increase  of  wages  is  reasonable.  Evidently  there  is  a  great 
deal  to  be  said  on  both  sides  of  these  disputes. 

The  men  do  not  and  cannot  know  anything  about  the  real 
facts  of  business.  It  may  be  that  their  employers  have  quietly 
continued  paying  for  labor  at  a  steady  rate,  through  long 
periods  of  continuous  loss.  Manufacturers  who  are  located  in 
cities  pay  high  rents  and  their  workmen  pay  high  rents,  are 
14 


210  ARCHITECTURAL    IRON    WORK. 

obliged  to  compete  with  others  who  manufacture  in  the  country, 
where  the  workmen  generally  own  the  houses  they  live  in,  and 
where  food  is  cheaper  and  dress  plainer,  and  can  therefore 
work  cheaper.  Home  manufacturers  have  to  compete  with 
foreign  manufacturers,  who  pay  less  wages  and  a  lower  rate  of 
interest  on  capital.  The  employer  has  no  power  to  impose 
upon  the  laborer,  for  if  the  latter  is  dissatisfied  with  his  wages 
or  his  treatment  he  may  go  elsewhere  or  seek  other  employ- 
ment. Neither  the  employer  or  employe  can  compel  the  other 
to  pay  or  receive  more  or  less  than  he  is  willing  to  give  or  take. 
Nothing  can  control  the  price  of  labor  but  the  law  of  supply 
and  demand.  If  work  is  plenty  laborers  can  increase  their 
wages  by  demanding  it,  because  the  employer  has  no  option. 
If  work  is  scarce  competition  will  bring  down  the  price  of 
labor,  as  it  will  of  everything  else.  Each  individual  has  the 
right  to  sell  his  labor  for  any  price  he  can  obtain  for  it,  and 
any  combination  or  organization  designed  to  interfere  with  this 
right  is  against  public  policy  and  unlawful.  A  man  may  de- 
mand what  he  likes  for  his  services,  but  his  demand  does  not 
determine  their  value.  If  no  one  wants  his  services,  a  supply 
of  anything,  for  which  there  is  no  demand,  is  valueless.  It  is 
of  the  utmost  importance  to  an  intelligent  understanding  of 
the  relations  of  labor  to  capital  that  the  workingman  should 
appreciate  the  fact  that  society  is  not  divided  into  two  great 
antagonistic  classes — capitalists  and  laborers.  Every  man  who 
knows  a  trade,  or  is  able  to  work,  is  as  truly  a  capitalist  as  the 
man  who  owns  a  factory  filled  with  costly  machinery.  His 
capital  is  his  physical  strength  and  his  acquired  skill  in  the 
performance  of  some  useful  labor.  Labor  is,  and  always  will 
be  merchandise.  Those  who  hav«  it  to  sell  can  only  get  for  it 
so  much  as  those  who  are  asked  to  buy  are  willing  to  give. 
Self-interest,  which  is  equally  strong  on  both  sides,  operates  to 
protect  the  seller  against  injustice  and  the  buyer  against  extor- 
tion ;  while  the  public  interest  demands  that  the  exchange  of 


ARCHITECTURAL    IRON    WORK.  211 

services  should  be  free.  If  these  simple  elementary  truths 
could  be  impressed  upon  the  minds  of  workingmen,  they  would 
at  once  see  the  folly  and  futility  of  all  efforts  to  artificially  in- 
crease the  value  of  their  services.  The  natural  laws  of  trade 
are  as  immutable  in  their  operations  to-day  as  they  were  cen- 
turies ago,  and  all  human  power  cannot  set  them  aside  or  sus- 
pend their  operation.  Intimidation,  threats,  or  violence  to 
persons  or  property,  which  have  for  their  object  a  disturbance 
of  the  natural  relations  existing  between  labor  and  capital  are 
crimes  against  society. 

Trades'  Unions,  in  many  respects,  are  exceedingly  beneficial. 
For  members  of  a  trade,  working  together  in  large  numbers, 
who  by  their  daily  intercourse  are  made  acquainted  with  each 
other's  circumstances,  and  who  are  cognizant  of  much  of  the 
misery  which  is  necessarily  attendant  on  a  precarious  employ- 
ment, would  be  inhuman  indeed,  if  they  did  not  unite  for  the 
purposes  of  mutual  support  in  case  of  sickness,  superannuation, 
for  the  burial  of  members  and  their  wives,  and  also  for  assist- 
ance to  members  out  of  work.  No  one  can  look  with  disfavor 
on  a  Society  organized  for  such  a  purpose.  But  when  dema- 
gogues lead  in  what  they  delight  to  call  "  the  war  of  labor  upon 
capital,"  to  elevate  inferior  workmen  at  the  expense  of  superior 
skill  ;  to  say  that  unionists  shall  not  work  with  non-unionists  ; 
that  so  many  apprentices  shall  be  allowed  to  a  shop,  and  no 
more ;  that  so  much  work,  and  no  more,  and  so  many  hours, 
and  no  more,  shall  be  a  day's  service,  and  a  system  of  terrorism 
practised  to  carry  out  these  ideas — then  a  Society  oversteps  its 
useful  purposes  and  its  lawful  rights. 

The  members  of  any  particular  trade,  by  earnestly  uniting 
in  the  use  of  the  various  means  of  cultivation  within  their 
reach,  may  greatly  increase  the  respectability  and  influence  of 
that  trade.  Their  funds,  obtained  by  weekly  contributions  of 
members,  will  give  security  against  the  destitution  which  sick- 
ness may  bring  upon  the  most  robust  and  industrious  ;  against 


212  ARCHITECTURAL    IRON   WORK. 

the  life-long  dependence  entailed  by  such  calamities  as  disabling 
accidents,  blindness,  paralysis,  or  epilepsy,  which  incapacitate 
their  victims  from  work ;  and  against  the  helplessness  of  old 
age,  when  failing  powers  render  the  continuous  labor  necessary 
to  earn  a  livelihood  impossible.  A  member  may  receive  relief 
from  the  funds  of  his  Society,  and  still  maintain  his  self-respect. 
He  has  contributed  to  them  in  common  with  others.  The  man 
who  is  aware  that  when  sickness  or  old  age  takes  from  him  the 
power  to  labor,  he  will  not  be  altogether  deprived  of  a  living, 
becomes  a  more  contented  as  well  as  as  a  more  independent 
being. 

JSrearly  all  employers  in  this  country  have  commenced  life  as 
workmen,  and  their  places  are  to  be  filled  again  from  the  ranks. 
Can  workmen  who  live  by  labor  hope  to  secure  more  property 
by  less  labor?  In  times  past  workmen  have  made  demands 
that  eight  hours  should  constitute  a  day's  work,  and  be  paid 
the  same  wages  as  they  had  been  accustomed  to  receive  for  ten 
hours'  work.  In  New  York  city  it  is  harder  to  labor  ten  hours 
a  day  than  elsewhere,  because  a  workingman  to  live  respectably 
— away  from  a  tenement  house — must  live  at  nearly  an  hour's 
distance  from  his  shop.  But  it  is  neither  wise  nor  just  to  ask 
the  employers  in  one  city  to  reduce  the  daily  hours  of  labor  to 
eight,  while  others  are  enjoying  the  advantages  of  ten  hours. 
Now,  suppose  the  change  were  made  general,  the  result  would 
be  a  reduction  of  one-fifth  of  the  country's  products  in  the 
necessaries  and  comforts  of  life ;  and  who  would  suffer  most 
from  this  ?  Not  the  wealthy  men,  whose  money  would  secure 
what  they  required,  but  the  workingmen,  whose  only  source  of 
income  is  their  weekly  wages.  The  working  classes  are  con- 
sumers as  well  as  producers,  and  share  in  the  general  benefits 
of  the  cheapening  of  the  cost  of  the  commodities  they  consume. 

The  condition  of  the  working  classes  has  greatly  improved, 
and  the  improvement  is  still  going  on  ;  but  it  is  an  improve- 
ment which  has  taken  place  in  spite  of,  and  not  because  of, 


ARCHITECTURAL    IRON    WORK.  213 

the  lack  of  harmony  between  employers  and  employed.  In 
ancient  times  the  only  energy  employed  in  doing  work  for  sup- 
plying man  with  the  necessities  or  luxuries  of  life  was  that  of 
muscular  power,  under  a  system  of  slavery.  In  modern  times 
man  lias  become  in  a  great  degree  relieved  from  brute  power, 
by  substituting  for  his  own  muscular  energy  the  power  of 
nature,  and  this  substitution  is  continually  going  on.  The 
number  of  discoveries  and  improvements  in  the  arts  diminishes 
the  amount  of  severe  bodily  labor.  Education  among  mechan- 
ics multiplies  these  inventions  ;  and  it  should  be  a  settled  policy 
in  every  community  to  encourage  in  every  possible  way  the  in- 
tellectual cultivation  of  all  who  compose  their  body. 

American  mechanics  are  the  most  intelligent  of  any  in  the 
world,  and  with  the  most  temperate  social  habits.  They  have 
a  stimulus,  in  this  country,  of  raising  above  their  condition,  or, 
at  least,  making  it  possible  for  their  children  to  do  so.  The 
distributive  industries — mercantile  avocations — have  long  been, 
and  probably  always  will  be,  overcrowded  ;  in  the  productive 
industries  there  alvyays  was,  and  probably  always  will  be,  plenty 
of  room  for  mechanics  who  are  thorough,  honest,  temperate 
and  conscientious. 

^The  loom,  the  sewing-machine,  the  steam-engine,  the  reaper, 
the  printing-press,  all  increase  the  dignity  and  importance  of 
mechanical  labor.  The  multiplication  of  labor-saving  machin- 
ery contributes  to  the  desired  attainment  of  universal  abun- 
dance. The  progress  toward  abundance  must  necessarily  be 
slow,  however  active  production  may  be.  The  proportion  of 
people,  even  in  this  favored  land,  who  have  reached  the  condi- 
tion in  which  they  can  say  that  all  their  reasonable  wants  and 
desires  are  satisfied,  and  that  they  enjoy  abundance,  is  certainly 
very  small.  A  vast  number  have  never  known  what  it  is  to 
have  had  enough  of  food  and  clothing.  With  so  great  a  void 
yet  to  be  filled  there  can  be  no  such  thing  as  over-production. 
It  is  to  a  still  higher  development,  and  a  yet  more  general  em- 


214  ARCHITECT  CRAL    IRON    WORK. 

ployment  of  labor-saving  machinery,  that  must  bring  more 
general  prosperity  in  the  future.  Experience  has  shown  that 
while  machinery  increases  production,  it  also  opens  new  fields 
for  useful  labor.  Then,  too,  the  cheapening  of  the  cost  of 
manufactured  products,  proportionately  increases  their  con- 
sumption, by  bringing  them  within  the  reach  of  a  greater  num- 
ber of  persons.  Workingmen  need  never  fear  from  the  intro- 
duction of  labor-saving  machinery.  To  point  to  it  in  fear  of 
an  over-production,  and  consequent  enforced  idleness  of  skilled 
labor,  indicates  a  short-sightedness  as  great  as  that  which  im- 
pelled the  French  silk  weavers  to  destroy  the  loom  of  Jacquard, 
which,  instead  of  taking  away  the  work  of  a  few  hundred  half- 
starved,  consumptive  workmen,  has  given  employment  to  an 
army  of  well-fed,  well-clothed,  and  comfortably  housed  oper- 
atives, and  has  added  uncounted  millions  to  the  world's  wealth. 
The  efforts  which  will  be  attended  with  the  most  encourag- 
ing results  between  master  and  men,  are  those  which  seek  to 
reduce  the  cost  of  living.  The  workingman  is  not  usually  so 
situated  that  he  can  purchase  anything  to  advantage.  Where 
manufacturers  are  so  situated  that  they  can  do  so,  they  should 
provide  small,  neat  and  convenient  houses  for  their  employes. 
and  rent  them  for  just  enough  to  cover  interest,  taxes,  and  re- 
pairs. A  few  items  of  living  necessaries,  such  as  coal,  flour, 
etc.,  should  be  provided  for  cash  sales  at  prime  cost.  The 
object  of  this  is  to  enable  the  workingman  to  get  the  greatest 
possible  value  for  his  money,  in  order  that  he  may  be  able  to 
live  well  for  the  smallest  wages.  The  expense  and  trouble 
is  a  mere  nothing,  and  the  gratitude  of  the  men  out  of  all 
proportion  to  the  work  rendered.  By  increasing  the  purchasing 
ing  power  of  their  wages,  so  far  as  practicable,  good  feeling 
arises  between  the  employed  and  the  employer,  and  the  much 
desired  alliance,  offensive  and  defensive,  between  labor  and 
capital,  becomes  not  only  possible,  but  extremely  probable. 


ARCHITECTUEAL   IEON    WORK.  215 

TO  YOUNG  MEN. 

CAPABLE  men  to  manage  Architectural  Iron  "Works  are  scarce. 
Looking  over  the  field — the  enormous  business  that  must  cer- 
tainly be  done  in  every  part  of  the  Union — the  coming  demand 
for  the  right  kind  of  men  will  be  greater  than  the  supply.  Of 
men  of  mediocrity  there  will  always  be  an  abundance.  So 
many  requirements  go  to  fill  the  bill,  that  first-class  men  will 
always  be  in  demand.  The  foundation  must  be  a  natural  talent 
and  liking  for  mechanical  work.  No  one  can  succeed  if  inca- 
pacitated by  disposition  or  education.  The  toil  must  be  conge- 
nial. A  boy  who  has  given  evidence  of  ingenuity  and  dexterity 
with  the  .use  of  tools,  can  make  choice  of  this  pursuit  in  life, 
with  the  certainty  of  eventually  reaping  pecuniary  independence 
and  a  happy  and  honorable  career.  Success  in  this  business  de- 
pends upon  fitness  for  undertaking  it,  coupled  with  conscien- 
tious labor.  No  more  honorable  or  profitable  profession  or 
business  can  be  selected.  In  a  country  like  ours,  a  claim  of 
superior  respectability  on  behalf  of  any  calling  is  preposterous ; 
the  circumstance  of  being  an  American  citizen  is  sufficient  to 
adorn  with  all  proper  dignity  any  trade  or  profession  which  a 
young  man  may  adopt.  In  point  of  real  and  essential  respect- 
ability, all  trades  and  professions  are  equal;  and  the  social 
position  which  a  man  enjoys,  and  the  degree  of  respect  which 
he  is  able  to  command,  depend  not  upon  his  trade,  but  upon  his 
individual  character.  Thousands  of  young  men  have  entered 
the  learned  professions  when  they  were  already  crowded,  and  are 
consequently  wasting  their  lives  in  vain  hopes ;  and  other  thou- 
sands have  devoted  themselves  to  the  pursuits  of  commerce  with- 
out capital,  prudence,  or  intelligence  sufficient  to  avoid  the 
dangers  of  commercial  enterprise,  to  become  either  bankrupts 
or  involved  in  a  series  of  embarrassments  which  may  last  through 
their  whole  lives.  An  error  in  the  choice  of  one's  profession  is 


216  ARCHITECTURAL   IRON   WORK. 

one  which  is  followed  by  painful  consequences,  as  many  have 
found  to  their  cost. 

Having  made  a  choice  of  this  business,  and  possessed  of  a 
good  common  school  education,  there  must  follow  some  years  of 
practical  learning.  First  should  come  an  apprenticeship  of 
not  less  than  two  years,  with  an  architect  of  large  practice,  so 
as  to  become  familiar  with  the  plans  and  constructions  of 
buildings  generally,  the  making  of  detail  drawings,  and  the 
way  and  manner  of  doing  things  generally  in  such  an 
office.  Then  in  the  shop :  one  year  in  the  pattern  shop ;  two 
years  in  the  foundry,  learning  to  become  a  moulder ;  and  two 
years  after  that  as  a  finisher,  in  fitting  up  cast-iron  work,  and 
doing  wrought-iron  and  blacksmith  work.  These  seven 
years  of  continuous  daily  toil  will  be  happy  years.  At  their 
expiration,  the  man — it  is  to  be  hoped  a  gentleman,  withal — 
will  be  fitted  to  take  off  quantities  from  plans,  to  make  esti- 
mates and  secure  contracts,  and  superintend  with  intelligence 
and  authority  the  workmen  under  his  care.  "With  the  age  of 
manhood,  the  heavy  duties  and  fearful  responsibilities  of  active 
life  will  come  to  him  when  his  judgment  is  matured,  his  under- 
standing ripened,  and  his  nerves  hardened  for  the  rough  encoun- 
ter of  conflicting  interests  and  unforeseen  emergencies. 

On  his  energy,  perseverance  and  skill,  will  depend  how  large 
a  sphere  he  will  fill.  It  all  depends  011  himself.  If  inspired 
by  an  honest  ambition  to  excel,  and  willing  to  study  the  litera- 
ture which  modern  book-making  has  placed  so  easily  within  his 
reach,  his  chances  of  success  in  life  are  far  more  numerous  and 
certain  than  those  of  any  other  class  of  young  men  in  the  com- 
munity. The  business  openings  will  be  sufficiently  numerous 
to  satisfy  the  largest  ambition. 

It  is  of  great  importance  that  his  leisure  time  be  given  to  the 
cultivation  of  his  mind.  If  the  physician,  the  lawyer  and  the 
divine  avail  themselves  of  the  assistance  of  science  and  litera- 
ture in  their  several  professions,  the  mechanic  has  still  stronger 


AJRCHITECTUKAL    IRON    WORK.  217 

inducements  fordoing  the  same  thing;  for,  to  none  of  these 
professions  are  the  results  of  science  so  directly  applicable,  anJ. 
for  none  of  them  are  the  recreations  of  literature  so  appropriate 
or  gratifying.  By  making  himself  master  of  those  principles 
which  are  most  intimately  connected  with  Architectural  Iron 
Work,  he,  while  satisfying  a  liberal  curiosity,  may  possibly  be 
approaching  some  brilliant  discovery  which  will  speedily  con- 
duct him  to  fortune  and  fame.  Each  of  the  mechanical  trades 
affords  ample  room  for  the  exercise  of  ingenuity  in  the  im- 
provement of  its  processes,  and  the  consequent  improvement  of 
its  products.  Abundant  trade  periodicals  exist,  journals  devoted 
to  architecture  and  building,  to  engineering,  to  the  iron  interest ; 
from  a  thousand  sources  ideas  are  to  be  got. 

It  is  not  desirable  for  a  man  to  devote  every  moment  of  his 
time  to  the  business  by  which  he  lives.  Such  intense  applica- 
tion is  injurious  both  to  the  body  and  the  mind.  It  destroys 
health,  racks  the  brain,  arid  ruins  the  temper.  The  repose  of 
the  domestic  circle,  the  quiet  hour  for  reading,  or  relaxation  of 
some  other  kind,  seem  absolutely  necessary  for  the  preservation 
of  that  greatest  of  earthly  blessings — a  sound  mind  in  a  healthy 
body.  A  mechanical  business,  a  life  of  activity  and  labor,  is 
far  from  being  unfavorable  to  the  highest  operations  of  the 
intellect ;  and  that  relaxation  from  active  labors  is  most  appro- 
priately found  in  mental  recreations.  Whether,  therefore,  he 
addresses  himself  to  increasing  the  quantity  or  improving  the 
quality  of  his  manufactures,  the  paths  before  him  are  wide 
enough  for  his  greatest  powers  and  his  most  unwearied  activity. 
Let  him  remember  that  knowledge  is  power,  and  neglect  no 
opportunity  of  improving  his  mind.  Seasons  of  depression  may 
affect  more  or  less  such  a  man,  but  these  cannot  rob  him  of  his 
capital  gained  at  the  bench,  the  drawing  table  and  the  evening 
fireside.  There  is  no  class  of  men  so  absolutely  independent  of 
chance  and  mischance,  as  mechanics.  If  more  of  our  intelli- 
gent young  men,  with  good  educations  and  good  social  positions, 


218  ARCHITECTURAL    IRON    WORK. 

would  learn  the  various  mechanical  trades,  fewer  of  them  would 
have  occasion  in  after  years  to  bemoan  the  wasted  opportuni- 
ties of  youth,  and  the  fruitless  struggles  of  an  unsuccessful  life. 
If  a  young  man  has  received  a  college  education  it  is  well. 
But  let  it  be  understood,  that  those  who  utterly  lack  in  high 
scholarship,  have  the  same  open  road  to  an  honorable,  useful 
and  independent  career.  Indeed,  it  is  better  that  the  practical 
art  precede  the  science.  One  great  thing  needed,  that  cannot 
be  learned  in  school,  is  how  to  deal  with  men  ;  how  to  make 
them  work  in  accordance  with  your  ideas.  You  may  make  a 
perfect  plan,  and  have  a  complete  drawing,  but  if  you  cannot 
impress  it  upon  your  foreman  of  pattern  makers,  it  will  not 
prove  a  success.  And  so  in  every  department.  The  difference 
between  a  beautiful  line  and  one  which  has  no  beauty  whatever, 
is  very  frequently  a  mere  nothing — so  undefinedly  small  that 
one  can  scarcely  say  in  what  the  difference  consists.  If  you 
have  the  skill  to  add  the  finishing  touches  to  a  set  of  patterns, 
or  take  a  file  and  clean  up  a  part  that  needs  but  a  touch  to  make 
it  perfection,  you  will  not  only  make  an  admirable  workman, 
but  will  do  much  toward  a  high  standard  of  work  in  the  shop. 
Some  of  the  finest  pieces  of  wrought  iron  work  extant  were 
designed  by  men  who  blew  the  bellows  and  swung  the  hammer ; 
and  the  same  may  be  said  of  some  of  the  best  examples  of  cast 
iron  art  work.  The  value  of  many  manufactures  is  chiefly  due 
to  their  beauty.  There  is  hardly  any  limit  to  the  market  value 
of  beauty — that  element  in  manufactures  which  responds  to 
the  finer  sensibilities  of  man.  Not  only  the  methods  of  work- 
$ing,  but  the  nature  and  capabilities  of  materials  must  be  under- 
stood. A  design  that  would  be  admirable  in  silver  would  in 
all  probability  be  hideous  in  cast-iron.  The  quality  of  an 
article  may  be  said  to  consist  of  three  principal  elements  :  1st, 
adaptation  to  the  purpose  for  which  the  object  was  made ;  2d, 
durability ;  3d,  beauty.  For  instance,  a  column  should  cer- 
tainly possess  the  first  two  elements ;  and,  all  other  things  being 


ARCHITECTURAL    IKON   WORK.  219 

equal,  every  builder  will  sooner  pay  his  money  for  a  handsome 
column  than  for  a  homely  one.  He  may  not  be  willing  to  pay 
an  additional  dollar  for  a  column,  simply  because  of  its  beauty  ; 
but  since  it  is  as  cheap  for  an  iron  man,  who  has  good  taste, 
to  give  his  column  a  certain  degree  of  comeliness,  as  to  make  it 
atrociously  ugly,  he  finds  his  profit  in  a  readier  sale. 

No  matter  what  amount  of  mental  culture  a  man  brings  to 
this  business,  he  cannot  bring  too  much.  If  an  apprentice  be 
lacking  in  certain  kinds  of  book  knowledge,  he  can  and  must 
acquire  it.  The  practical  man  separates  useless  stuff  from  that 
which  is  valuable,  and  he  can  more  easily  acquire  knowledge 
on  special  subjects,  than  can  the  school-man  acquire  practical 
knowledge  of  tools  and  machinery,  the  management  of  labor, 
arid  the  general  principles  of  economy  in  construction,  main- 
tenance and  working.  Each  is  possessed  of  certain  knowledge 
that  the  other  must  learn  ;  and  years  of  study,  years  of  labor, 
will  make  them  equal.  The  one  having  the  most  energy  and 
perseverance  will  prove  the  better  man. 

Executive  ability,  business  tact,  and  good  management  in 
finances — these  come  after  an  experience  of  the  annoyances, 
anxieties,  discomforts  and  sufferings  inevitable  to  business  life. 
As  a  matter  of  policy,  as  well  as  of  duty,  an  upright,  moral  life 
— ever  truthful  and  strictly  honest — is  the  best.  "  For  what  is 
a  man  profited,  if  he  shall  gain  the  whole  world,  and  lose  his 
own  soul  ? " 

This  short  chapter  is  for  the  kindly  encouragement  of  young 
men  who  desire,  or  are  about  to  follow  this  branch  of  business, 
or  are  actually  engaged  therein.  I  would  especially  caution 
young  men  not  to  care  for  the  ill-natured  remarks  that  may  be 
said  of  them.  Jealousy,  envy  and  malice  will  pursue  always, 
and  to  the  sensitive  cut  to  the  heart.  It  takes  many  years  to 
become  calloused.  In  proportion  to  your  ability,  trade  slander- 
ers will  pursue,  and  a  courageous  heart  is  necessary  in  the  fight. 
Bide  your  time  patiently;  the  turn  of  Fortune's  wheel  brings 


ARCHITECTURAL   IRON   WORK. 

many  changes.  Earn  a  reputation  for  reliability  as  to  word  and 
promise,  and  for  secrecy  in  confidential  matters.  Mind  your 
o\vn  business,  and  treat  all  men  in  accordance  with  the  golden 
rule.  Confide  in  your  own  strength  without  boasting  of  it ; 
respect  that  of  others  without  fearing  it.  Have  enthusiasm  in 
your  calling,  faith  in  the  future,  intelligence  in  your  work, 
endurance  and  an  unconquerable  will. 

LOSE   NO    TIME. 


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JOHN    WILEY    A    SON'S    LIST    OF    PUBLICATIONS.  5 

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JOHN    WILEY   &   SOX'S    LIST    OF    PUBLICATIONS. 

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n.  HIGHER  WORKS. 

These  are  designed  principally  for  Schools  of  Engineering  and 
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and  the  first  three  are  also  designed  for  use  in  those  colleger  which 
provide  courses  of  study  adapted  to  the  preliminary  general 
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governors,  and  many  standard  and  novel  examples,  mostly  from 
present  American  practice.  By  S.  Edward  Warren.  2  vols. 
8vo.  1  vol.  text  and  cuts,  and  1  vol.  large  plates. . ,  ,  $7  50 

STONE  CUTTING.  A  Treatise  on  the  Graphics  and  Practice 
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A  FEW  FROM  MANY  TESTIMONIALS. 

**It  seems  to  me  that  your  Works  only  need  a  thorough  examination  to  be  intro- 
duced and  permanently  used  in  nil  the  Scientific  and  Engineering  Schools. " 
— Prof.  J.  G.  FOX,  Collegiate  and  Engineering  Institute,  Mew  York  City. 

44 1  have  used  several  of  your  Elementary  Works,  and  believe  them  to  be  better 
adapted  to  the  purposes  of  instruction  than  any  others  with  which  I  am 
acquainted." — H.  F.  WALLING,  Prof,  of  Civil  and  Topographical  EiiQi 
necring,  Lafayette  College,  Easton,  Pa. 

"The  author  has  happily  divided  the  subjects  into  two  great  portions :  the  foimei 
embracing  those  processes  and  problems  proper  to  be  taught  to  all  students  in 
Institutions  of  Elementary  Instruction ;  the  latter,  those  «u!ted  to  advanced 
students  preparing  for  technical  purposes.  The  Elementary  Books  ought  to 
be  used  in  aU  High  Schools  and  Academies ;  the  Higher  ones  in  flchoola  of 
Technology."— WM.  W.  FOLWBLL,  President  of  Vuinr*ty  of  Minnesota. 


JOHN  WILEY  &    SON'S    LIST   OF   PUBLICATIONS. 


DYEING,  &c. 

CALVERT.  DYEING  AND  CALICO  PRINTING.  By  C.  Calvert. 
Edited  by  Dr.  Stenhouse  and  C.  E.  Groves.  Illustrated  with 
wood  engravings  and  specimens  of  printed  and  dyed  fabrics. 
(Ready  in  October.)  1  vol.  8vo $8  00 

MACFARLANE.  A  PRACTICAL  TREATISE  ON  DYEING  AND  CALICO- 
PRINTING.  Including  the  latest  Inventions  and  Improve- 
ments. With  an  Appendix,  comprising  definitions  of  chemical 
terms,  with  tables  of  Weights,  Measures,  &c.  By  an  expe- 
rienced Dyer.  With  a  supplement,  containing  the  most 
recent  discoveries  in  color  chemistry.  By  Robert  Macfarlane, 
1  vol.  8vo $5  00 

3EIMANN  A  TREATISE  ON  THE  MANUFACTURE  OF  ANILINtt 

AND  ANILINE  COLORS.  By  M.  Reimann.  To  which 
is  added  the  Report  on  the  Coloring  Matters  derived  from 
Coal  Tar,  as  shown  at  the  French  Exhibition,  1867.  By  Dr. 
Hofmann.  Edited  by  Wm.  Crookes.  1  vol.  8vo,  cloth,  $2  50 
*'Dr,  Reinmun's  portion  of  the  Treatise,  written  in  concise  language,  is  profoundly 
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more  important  colors,  with  woodcuts  of  apparatus.  Taken  in  conjunction 
with  Hofmann's  Report,  we  have  now  a  complete  history  of  Coal  Tar  Dyea, 
both  theoretical  and  practical." — Chemist  atul  Druggist. 

ENGINEERING. 

AUSTIN.  A  PRACTICAL  TREATISE  ON  THE  PREPARATION, 

COMBINATION,  AND  APPLICATION  OF  CALCA- 
REOUS AND  HYDRAULIC  LIMES  AND  CEMENTS. 

To  which  is  added  many  useful  recipes  for  various  scientific, 
mercantile,  and  domestic  purposes.  By  James  G.  Austin. 
1  vol.  12mo $2  00 

COLBURN  LOCOMOTIVE  ENGINEERING  AND  THE  MECHAN- 

ISM OF  RAILWAYS.  A  Treatise  on  the  Principles  and 
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and  Railway  Plant,  with  examples.  Illustrated  by  Sisty-f  our 
large  engravings  and  two  hundred  and  forty  woodcuts.  By 
Zerah  Colburn.  Complete,  20  parts,  $15.00;  or  2  vols. 

cloth $16  00 

Or,  half  morocco,  gilt  top $20  00 

DU  BOIS.  1.  ELEMENTS  OF  GRAPHICAL  STATICS,  and  their 
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Roof,  and  Suspension  Trusses;  Braced  and  Stone  Arches; 
Pivot  and  Draw  Spans;  C  on  tinuou's  Girders,  etc.  By  A.  J. 
Du  Bois,  C.E.,  Ph.D.  2  vols.  8vo,  1  vol.  text  and  1  vol. 
plates $5  00 

HERSCHEL  2.  A  HANDBOOK  FOR  BRIDGE  ENGINEERS.     By  C. 

Herschel.  In  3  vols.  Each  vol.  complete  in  itself.  Vol.  I. 
Straight  and  Beam  Bridges.  Vol.  II.  Suspension  and  Arched 
Bridges.  Vol.  III.  Stone  Bridges;  Bridge  Piers  and  theii 
Foundations. 

MAHAN.  AN  ELEMENTARY  COURSE  OF  CIVIL  ENGINER- 

ING,  for  the  use  of  the  Cadets  of  the  U.  S.  Military  Academy. 
By  D.  H.  Mahan.  1  vol.  8vo,  with  numerous  illustrations, 
and  an  Appendix  and  general  Index.  Edited  by  Prof.  De 

Volson  Wood.     Full  cloth $5  00 

«  DESCRIPTIVE  GEOMETRY,  as  applied  to  the  Drawing  ot 

Fortifications  and  Stone-Cutting.  For  the  use  of  the  Cadets 
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IvoL  8vo.     Plates $1  50 

«  A  TREATISE  ON  FIELD  FORTIFICATIONS.     Contain- 

ing instructions  on  the  Methods  of  Laying  Out,  Constructing, 
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Outlines,  also,  of  the  Arrangement,  the  Attack,  and  Defence 
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edition,  revised  and  enlarged.  1  voL  8vo,  full  cloth,  with 

plates $3  50 

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JOHN    WILEY   *   SON'S   LIST   OF    PUBLICATIONS. 


MAHAN.  ADVANCED  GUARD,  OUT-POST,  and  Detachment  Service 

of  Troops,  with  the  Essential  Principles  of  Strategy  and 
Grand  Tactics.  For  the  use  of  Officers  of  the  Militia  find 
Volunteers.  By  Prof.  D.  H.  Mahan.  New  edition,  with 

large  additions  and  12  plates.     1  vol.  18mo,  cloth $1  50 

MAHAN  MECHANICAL     PRINCIPLES     OF     ENGINEERING 

&  IV!  OS  ELY.          AND  ARCHITECTURE.    By  Henry  Mosely,  M.A.,  F.R.S. 

From  last  London  edition,  with   considerable  additions,  bj 

Prof.  D.  H.  Mahan,  LL.D.,  of  the  U.   S.  Military  Academy. 

1  vol.  8vo,  700  pages.     With  numerous  cuts.     Cloth. .  .$5  00 

MAHAN  HYDRAULIC  MOTORS.     Translated  from  the  French  Coura 

&  BRESSE.          de  Mecanique,  appliqure  par  M.  Bresse.      By  Lieut.  F.  A. 

Mahan,  and  revised  by  Prof.   D.    II.   Mahan.      1  vol.  8vo, 

plates.     1876 $2  50 

WOOD.  A    TREATISE    ON    THE    RESISTANCE    OF    MATE- 

RIALS,  and  an  Appendix  on  the  Preservation  of  Timber. 
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Michigan.     1  vol.  8vo,  cloth $8  00 

A  TREATISE  ON  BRIDGES.  Designed  as  a  Text-book  and 
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CREEK. 

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English  New  Testament  in  Parallel  Columns,  consisting  of 
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*»  do.  Full  morocco,  gilt  edges 4  50 

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it  aj>peai's — that  is  to  say,  every  occurrent  person,  number, 
tense  or  mood  of  verbs,  every  case  and  number  of  nouns,  pro- 
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*:ETTERIS         A  NEW  AND  BEAUTIFUL  EDITION  OF  THE  HE- 
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guarantee  for  correctness."  -Rev.  Dr.  J.  M.  WISE,  Editor  cftht  IBI 


JOHN    WILEY    &    SON'S    LIST    OF    PUBLICATIONS, 


9 


BAGSTER'S          BAGSTER'S    COMPLETE    EDITION    OF    GESENIUS 
GESENIUS.          HEBREW  AND    OHALDEE   LEXICON.      In   large 
clear,  and  perfect  type.     Translated  and  edited  with  addi- 
tions and  corrections,  by  S.  P.  Tregelles,  LL.D. 
In  this  edition  great  care  has  been  taken  to  guard  the  student  from  Neologian 

tendencies  by  suitable  remarks  whenever  needed. 

"The  careful  revisal  to  which  the  Lexicon  has  been  subjected  by  a  faithful  and 
Orthodox  translator  exceedingly  enhances  the  practical  value  of  this  edition." 
— Edinburgh  Ecclesiastical  Jourtuil. 

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NEW  POCKET  HEBREW  AND  ENGLISH  LEXICON 

The  arrangement  of  this  Manual  Lexicon  combines  two 
things — the  etymological  order  of  roots  and  the  alphabetical 
order  of  words.  This  arrangement  tends  to  lead  the  learner 
onward;  for,  as  he  becomes  more  at  home  with  roots  and 

,'  derivatives,  he  learns  to  turn  at  once  to  the  root,  without  first 
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•'This  is  the  most  beautiful,  and  at  the  same  time  the  most  correct  and  peifect 
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IRON,  METALLURGY,  &c. 

BODEMANN.  A  TREATISE  ON  THE  ASSAYING  OF  LEAD,  SILVER, 
COPPER,  GOLD,  AND  MERCURY.  By  Bodemann  & 
Kerl.  Translated  b/  W.  A.  Goodyear.  1  vol.  12mo,  $2  50 

CROOKES.  A  PRACTICAL  TREATISE  ON  METALLURGY.    Adap- 

ted from  the  last  German  edition  of  Prof.  Kerl's  Metallurgy. 
By  William  Crookes  and  Ernst  Rohrig.     In  three  vols.  thick 

8vo.     Price $30  00 

Separately.    Vol.  1.  Lead,  Silver,  Zinc,  Cadmium,  Tin,  Mer- 
cury, Bismuth,  Antimony,  Nickel,  Arsenic,  Gold,  Platinum, 

and  Sulphur $10  00 

Vol.  2.  Copper  and  Iron 10  00 

Vol.  3.   Steel,  Fuel,  and  Supplement 10  00 

DUN  LAP.  WILEY'S  AMERICAN  IRON  TRADE  MANUAL  of  the 

leading  Iron  Industries  of  the  United  States.  With  a 
description  of  the  Blast  Furnaces,  Rolling  Mills,  Bessemer 
Steel  Works,  Crucible  Steel  Works,  Car  Wheel  and  Car 
Works,  Locomotive  Works,  Steam  Engine  and  Machine 
Works,  Iron  Bridge  Works,  Stove  Foundries,  &c.,  giving 
their  location  and  capacity  of  product.  With  some  account 
of  Iron  Ores.  By  Thomas  Dunlap,  of  Philadelphia.  1  vol. 
4to.  Price  to  subscribers $7  50 

FAIR  BAIRN  CAST  AND  WROUGHT  IRON  FOR  BUILDING.  By 
Wm.  Fairbairn.  8vo,  cloth $2  00 

FRENCH.  HISTORY  OF  IRON  TRADE,  FROM  1621  TO  1857.  By 
B.  F.  French.  8vo,  cloth. $2  00 

KIRKWOOD  COLLECTION  OF  REPORTS  (CONDENSED)  AND 
OPINIONS  OF  CHEMISTS  IN  REGARD  TO  THE 
USE  OF  LEAD  PIPE  FOR  SERVICE  PIPE,  in  the 
Distribution  of  Water  for  the  Supply  of  Cities.  By  I.  P. 
Kirkwood,  C.E.  8vo,  cloth $1  50 

MACHINISTS-MECHANICS. 

FITZGERALD  THE  BOSTON  MACHINIST.  A  complete  School  for  the 
Apprentice  and  Advanced  Machinist.  By  W.  Fitzgerald.  1 
vol.  18mo,  cloth $0  75 

HOLLY.  SAW  FILING.  The  Art  of  Saw  Filing  Scientifically  Treated 
and  Explained.  With  Directions  for  putting  in  order  all  kinda 
of  Saws,  from  a  Jeweller's  Saw  to  a  Steam  Saw-mill.  Illus- 
trated by  forty -four  engravings.  Third  edition.  By  H.  W. 
Holly.  1  voL  I8mo,  cloth $0  75 


10  JOHN    WILEY   &   SON'S   LIST   OF   PUBLICATIONS. 

TURNING,  &c.  LATHE,  THE,  AND  ITS  USES,  ETC.;  or,  tnstruction  it 
the  Art  of  Turning  Wood  and  Metal.  Including  a  descrip- 
tion of  the  most  modern  appliances  for  the  ornamentation  of 
plane  and  curved  surfaces,  with  a  description  also  of  ari 
entirely  novel  form  of  Lathe  for  Eccentric  and  Rose  Engine 
Turning,  a  Lathe  and  Turning  Machine  combined,  and  other 
valuable  matter  relating  to  the  Art.  1  vol.  8vo,  copiously 
illustrated.  Including  Supplement.  8vo,  cloth $7  00 

"  The  most  complete  work  on  the  subject  ever  published." — American  Artisan. 

*'  Here  is  an  invaluable  book  to  the  practical  workman  and  amateur." — London 
Weekly  Times. 

TURNING,  &c.  SUPPLEMENT  AND  INDEX  TO  LATHE  AND  ITS 
USES.  Large  type.  Paper,  8vo $0  9G 

WILLIS.  PRINCIPLES  OF  MECHANISM.    Designed  for  the  use  jf 

Students  in  the  Universities  and  for  Engineering  Students 
generally.  By  Robert  Willis,  M.D.,  F.R.S.,  President  of  the 
British  Association  for  the  Advancement  of  Science,  &c. ,  &c. 

Second  edition,  enlarged.     1  vol.  8vo,  cloth $7  50 

•$*  It  ought  to  be  in  every  large  Machine  Workshop  Office,  in  every  School  of 
Mechanical  Engineering  at  least,  and  in  the  hands  of  every  Professor  of 
Mechanics,  &c.— Prof.  S.  EDWARD  WARREN. 

MANUFACTURES. 

BOOTH.  NEW  AND  COMPLETE  CLOCK  AND  WATCH 
MAKERS'  MANUAL.  Comprising  descriptions  of  the 
various  gearings,  escapements,  and  Compensations  now  in 
use  in  French,  Swiss,  and  English  clocks  and  watches,  Patents, 
Tools,  etc. ,  with  directions  for  cleaning  and  repairing.  With 
numerous  engravings.  Compiled  from  the  French,  with  an 
Appendix  containing  a  History  of  Clock  and  Watch  Making  in 
America.  By  Mary  L.  Booth.  With  numerous  plates.  1 
vol.  12mo,  cloth $2  00 

CELDARD.  HANDBOOK  ON  COTTON  MANUFACTURE;  or,  A 
Guide  to  Machine-Building,  Spinning,  and  Weaving. 
With  practical  examples,  all  needful  calculations,  and  many 
useful  and  important  tables.  The  whole  intended  to  be  a 
complete  yet  compact  authority  for  the  manufacture  of 
cotton.  By  James  Ge.ldard.  With  steel  engravings.  1  vol. 
12mo,  cloth $2  50 

MEDICAL,  &c. 

BULL.  HINTS  TO  MOTHERS  FOR  THE  MANAGEMENT  OF 
HEALTH  DURING  THE  PERIOD  OF  PREG- 
NANCY, AND  IN  THE  LYING-IN  ROOM.  With  an 
exposure  of  popular  errors  in  connection  with  those  subjects. 
By  Thomas  Bull,  M.D.  1  vol.  12mo,  cloth $1  00 

FRANCKE  OUTLINES  OF  A  NEW  THEORY  OF  DISEASE,  applied 

to  Hydropathy,  showing  that  water  is  the  only  true  remedy. 
With  observations  on  the  errors  committed  in  the  practice  oi 
Hydropathy,  notes  on  the  cure  of  cholera  by  cold  water,  and 
a  critique  on  Priessnitz's  mode  of  treatment.  Intended  foi 
popular  use.  By  the  late  H.  Francke.  Translated  from  the 
German  by  Robert  Blakie,  M.D.  1  vol.  12mo,  cloth. .  .$1  50 

GREEN  A  TREATISE  ON  DISEASES  OF  THE  AIR  PASSAGES. 
Comprising  an  inquiry  into  the  History,  Pathology,  Causes, 
and  Treatment  of  those  Affections  of  the  Throat  called  Bron 
chitis,  Chronic  Laryngitis,  Clergyman's  Sore  Throat,  etc. ,  eta 
By  Horace  Green,  M.D.  Fourth  edition,  revised  and  enlarged. 
1vol.  8vo,  cloth $3  00 

«  A  PRACTICAL  TREATISE  ON  PULMONARY  TUBER- 
CULOSIS,  embracing  its  History,  Pathology,  and  Treat- 
ment. By  Horace  Green,  M.D.  Colored  platea,  1  vol.  8vo, 
cloth. $500 


JOHN    WILEY    &    SON*S   LIST    OF    PUBLICATIONS. 


11 


CREEN.  OBSERVATIONS  ON  THE  PATHOLOGY  OF  CROUP 

With  Remarks  on  its  Treatment  by  Topical  Medications.  Bj 
Horace  Green,  M.D.  1  vol.  8vo,  'cloth $1  25 

"  ON  THE  SURGICAL  TREATMENT  OF  POLYPI  OF 
THE  LARYNX,  AND  OEDEMA  OF  THE  GLOTTIS. 
By  Horace  Green,'  M.D.  1  vol.  8vo $1  25 

•*  FAVORITE  PRESCRIPTIONS  OF  LIVING  PRACTI 
TIONERS.  With  a  lexicological  Table,  exhibiting  tho 
Symptoms  of  Poisoning,  the  Antidotes  for  each  Poison,  and 
the  Test  proper  for  their  detection.  By  Horace  Green.  1 
vol.  8vo,  cloth $2  50 

TILT.  ON  THE  PRESERVATION  OF  THE  HEALTH  OF 
WOMEN  AT  THE  CRITICAL  PERIODS  OF  LIFE. 
By  E.  G.  Tilt,  M.D.  1  vol.  18mo,  cloth $0  50 

VON  DUBEN,  GUSTAF  VON  DUBEN'S  TREATISE  ON  MICRO- 
SCOPICAL DIAGNOSIS.  With  71  engravings.  Trans- 
lated, with  additions,  by  Prof.  Louis  Bauer,  M.D.  1  vol.  8vo, 
cloth $1  00 

MINERALOGY. 

BRUSH.  MANUAL  OF  DETERMINATIVE  MINERALOGY,  with 

an  Introduction  on  Blow- Pipe  Analysis.     By  Prof.  Geo.  J. 

Brush.     1  vol.  8vo $3  00 

DANA.  DESCRIPTIVE  MINERALOGY.     Comprising  the  most  re- 

cent Discoveries.  Fifth  edition.  Almost  entirely  re- written 
and  greatly  enlarged.  Containing  nearly  900  pages  8vo,  and 
upwards  of  600  wood  engravings.  By  Prof.  J.  Dana. 

Cloth $10  00 

"We  have  used  a  good  many  works  on  Mineralogy,  but  have  met  with  none  that 
begin  to  compare  with  this  in  fulness  of  plan,  detail,  and  execution." — 
American  Journal  of  Mining. 

DANA  &  BRUSH.  APPENDIXES  TO  DANA'S  MINERALOGY,  bringing 
the  work  down  to  1875.  8vo. $1  00 

DANA.  DETERMINATIVE  MINERALOGY.     (See  Brush's  Blow- 

Pipe,  etc.).     1  vol.  8vo,  cloth $8  00 

"  A  TEXT-BOOK  OF  MINERALOGY.     1  vol.     (In  prepa 

ration. ) 

MISCELLANEOUS. 
BAILEY.  THE  NEW  TALE  OF  A  TUB.     An  adventure  in  verse.     By 

F.  W.  N.  Bailey.     With  illustrations.     1  vol.  8vo $0  75 

CARLYLE.  ON  HEROES,  HERO-WORSHIP,  AND  THE  HEROIC  IN 

HISTORY.  Six  Lectures.  Reported,  with  emendations  and 
additions.  By  Thomas  Carlyle.  1  vol.  12mo,  cloth. .  .$0  75 

CATLIN.  THE    BREATH   OF    LIFE;    or,   Mai-Respiration   and   its 

Effects  upon  the  Enjoyments  and  Life  of  Man.     By  Geo. 

Catlin.    With  numerous  wood  engravings.     1  vol.  8vo,  $0  75 

CHEEVER.  CAPITAL  PUNISHMENT.    A  Defence  of.     By  Rev.  George 

B.  Cheever,  D.D.     Cloth $0  50 

it  HILL    DIFFICULTY,    and    other    Miscellanies.      By  Rev. 

George  B.  Cheever,  D.D.     1  vol.  12mo,  cloth $1  00 

*»  JOURNAL  OF  THE  PILGRIMS  AT  PLYMOUTH  ROCK. 

By  Geo.  B.  Cheever,  D.D.     1  vol.  12mo,  cloth $1  00 

»  WANDERINGS  OF  A  PILGRIM  IN  THE  ALPS.     By 

George  B.  Cheever,  D.D.     1  vol.  12rno,  cloth $1  0 

"  WANDERINGS  OF  THE  RIVER  OF  THE  WATER  OF 

LIFE.     By  Rev.   Dr.  George  B.   Cheever.     1  vol.   12mo, 

cloth &  ( 

CONYBEARE.       ON  INFIDELITY.    12mo,  cloth 1  00 

CHILD'S  BOOK    OF    FAVORITE    STORIES.      Large    colored   plates.      4to 
cloth. • *1  ou 


JOHN    WILEY    &    SON'S    LIST    OF   PUBLICATIONS. 

EDWARDS  FREE  TOWN  LIBRARIES.  The  Formation,  Management 
and  History  in  Britain,  France,  Germa7iy,  and  America. 
Together  with  brief  notices  of  book-collectorm,  and  ol  the 
respective  places  of  deposit  of  their  surviving  collections. 
By  Edward  Edwards.  1  vol.  thick  8vo $4  00 

GREEN.  THE  PENTATEUCH  VINDICATED  FROM  THE  AS- 
PERSIONS  OF  BISHOP  COLENSO.  By  Wm.  Henry 
Green,  Prof.  Theological  Seminary,  Princeton,  N.  J.  1  vol 
12mo,  cloth $1  25 

COURAUD.  PHRENO-MNEMOTECHNY;    or,    The   Art    of  Memory- 

The  series  of  Lectures  explanatory  of  the  principles  of  the 
system.  By  Francis  Fauvel-Gouraud.  1  vol.  8vo,  cloth,  $2  00 

*«  PHRENO-MNEMOTECHNIC  DICTIONARY.  Being  a 
Philosophical  Classification  of  all  the  Homophonic  Words  of 
the  English  Language.  To  be  used  in  the  application  of  the 
Phreno-Mnernotechnic  Principles.  By  Francis  Fauvel-Gou- 
raud. 1  vol.  8vo,  cloth $2  00 

HEICHWAY  LEILA  ADA.    12mo,  cloth 1  00 

«'•  LEILA  ADA'S  RELATIVES.     12mo,  cloth 1  00 

KELLY.  CATALOGUE  OF  AMERICAN  BOOKS.  The  American 
Catalogue  of  Books,  from  January,  1861,  to  January,  1866. 
Compiled  by  James  Kelly.  1  vol.  8vo,  net  cash $5  00 

"  CATALOGUE  OF  AMERICAN  BOOKS.  The  American 
Catalogue  of  Books  from  January,  1866,  to  January,  1871. 
Compiled  by  James  Kelly.  1  vol.  8vo,  net $7  50 

WAVERS  COLLECTION  OF  GENUINE   SCOTTISH  MELODIES. 

For  the  Piano-Forte  or  Harmonium,  in  keys  suitable  for  the 
voice.  Harmonized  by  C.  H.  Morine.  Edited  by  Geo.  Alex- 
ander. 1  vol.  4to,  half  calf $10  00 

PARKER.  QUADRATURE  OF  THE  CIRCLE.  Containing  demon- 
strations of  the  errors  of  Geometers  in  finding  the  Approxi- 
mations in  Use ;  and  including  Lectures  on  Polar  Magnetism 
and  Non-Existence  of  Projectile  Forces  in  Nature.  By 
John  A.  Parker.  1  vol.  8vo,  cloth $2  50 

STORY  OF  A  POCKET  BIBLE.    Illustrated.     12mo,  cloth $1  00 

SVEDELIUS.  HAND-BOOK  FOR  CHARCOAL  BURNERS.  Translated 
from  the  Swedish  by  Prof.  R.  B.  Anderson,  and  edited  by 
Prof.  W.  J.  L.  Nicodemus,  C.E.  1  vol.,  12mo.  Plates. 

cloth ; $1  so 

TUPPER.  PROVERBIAL  PHILOSOPHY.     12mo $1  00 

WALTON  THE  COMPLETE  ANGLER;  or,  The  Contemplative  Man's 
&  COTTON.  Recreation,  by  Isaac  Walton,  and  Instructions  how  to  Angle 
for  a  Trout  or  Grayling  in  a  Clear  Stream,  by  Charles 
Cotton,  with  copious  notes,  for  the  most  part  original.  A 
bibliographical  preface,  giving  an  account  of  fishing  and 
Fishing  Books,  from  the  earliest  antiquity  to  the  time  o£ 
Walton,  and  a  notice  of  Cotton  and  his  writings,  by  Rev. 
Dr.  Bethune.  To  which  is  added  an  appendix,  including 
the  most  complete  catalogue  of  books  in  angling  ever  printed, 
&c.  Also  a  general  index  to  the  whole  work.  1  vol.  12mo, 
doth $3  00 

WILLIAMS.  THE  MIDDLE  KINGDOM.  A  Survey  of  the  Geography, 
Government,  Education,  Social  Life,  Arts,  Religion,  «fcc.,  of 
the  Chinese  Empire  and  its  Inhabitants.  With  a  new  map  of 
the  Empire.  By  S.  Wells  Williams.  Fourth  edition,  in 
Side.. t*00 


JOHN   WILEY   A    SON'S    LIST    O*    PUBLICATION*. 


13 


RUSKIN'S     WORKS. 

Uniform  in  size  and  style. 

RUSKIN                  MODERN  PAINTERS.    5  vols.  tinted  paper,  bevelled  loarda, 
plates,  in  box , $18  00 

*  MODERN  PAINTERS.    5  vols.  half  calf 27  00 

u  "  "      without  plates 12  00 

"  •*  "  "  "        half  calf,   20  00 

Vol.  1.— Part  1.  General  Principles.     Part  2.  Truth. 
Vol.  2.— Part  3.  Of  Ideas  of  Beauty. 
Vol.  3.— Part  4.  Of  Many  Things. 
Vol.  4.— Part  5.  Of  Mountain  Beauty. 

Vol.  5.— Part  6.  Leaf  Beauty.  Part  7.  Of  Cloud  Beauty.  Part. 
8.  Ideas  of  Relation  of  Invention,  Formal.  Part  9.  Ideas  of 
Relation  of  Invention,  Spiritual. 

u  STONES  OF  VENICE.  3  vols.,  on  tinted  paper,  hovelled 
boards,  in  box $7  00 

«  STONES  OF  VENICE.  3  vols.,  on  tinted  paper,  half 
calf $12  00 

w  STONES  OF  VENICE.    3  vols.,  cloth 7  00 

Vol.  1.— The  Foundations. 
Vol.  2.— The  Sea  Stories. 
Vol.  3.— The  Fall. 

"  SEVEN  LAMPS  OF  ARCHITECTURE.    With  illustrations, 

drawn  and  etched  by  the  authors.     1  vol.  12mo,  cloth,  $1  75 

"  LECTURES  ON  ARCHITECTURE  AND  PAINTING. 
With  illustrations  drawn  by  the  author.  1  vol.  12mo, 
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**  THE  TWO  PATHS.  Being  Lectures  on  Art,  and  its  Appli- 
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cuts.  1  vol.  12mo,  cloth $1  25 

u  THE  ELEMENTS  OF  DRAWING.  In  Three  Letters  to 
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THE  ELEMENTS  OF  PERSPECTIVE.  Arranged  for  the 
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THE  POLITICAL  ECONOMY  OF  ART.  1  vol.  12mo, 
cloth. $1  00 

PRE-RAPHAELITISM. 

NOTES   ON    THE    CONSTRUCTION   OF 
SHEEPFOLDS. 

KING  OF  THE  GOLDEN  RIVER  5  or,  The 

Black  Brothers.    A  Legend  of  Stiria. 

RUSKIN  SESAME  AND  LILIES.    Three  Lectures  on  Books,  Women, 

&c.    1.  Of  Kings'  Treasuries.     2.  Of  Queens'  Gardens.     3. 

Of  the  Mystery  of  Life.     1  vol.  12mo,  cloth $1  50 

«*  AN  INQUIRY  INTO  SOME  OF  THE  CONDITIONS  AT 
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paper. $0  15 

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M  "UNTO  THIS  LAST."  Four  Essays  on  the  First  Principles  of 
Political  Economy.  1  vol.  12mo,  cloth $1  00 


14  JOHN    WILEY    &    SON'S    LIST    OF    PUBLICATIONS. 

RUSKIN  THE  CROWN  OF  WILD  OLIVE.    Three  Lectures  en  Work 

Traffic,  and  War.     1  vol.  12mo.  cloth  ................  $1  Oti 

"  TIME  AND  TIDE  BY  WEARE  AND  TYNE.  Twenty- 

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12mo,  cloth  ......................................  $1  00 

"  THE  QUEEN  OF  THE  AIR.  Being  a  Study  of  the  Greek 

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«•  LECTURES  ON  ART.  1  vol.  12mo,  cloth  ............  1  00 

*  FORS  CLAVIGERA.     Letters  to  the  Workmen  and  Labourers 

of  Great  Britain.     Part  1.     1  vol.  12mo,  cloth,  plates,  $1  00 

tc  FORS  CLAVIGERA.     Letters  to  the  Workmen  and  Labourers 

of  Great  Britain.     Part  2.     1  vol.  12mo,  cloth,  plates,  $1  00 

MUNERA    PULVERIS.      Six    Essays   on    the    Elements   of 

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u  ARATRA   PENTELICI.     Six  Lectures  on  tV»  Elements  of 

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Buskin.     12mo,  cloth,  $1  50,  or  with  plates  ........  $3  00 

*  THE    EAGLE'S    NEST.     Ten  Lectures  on  the  relation  of 

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«  THE  POETRY  OF  ARCHITECTURE  :  Villa  and  Cottage. 

With  numerous  plates.      By  Kata  Phusin.      1   vol.    12mo, 
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Kata  Phusin  is  the  supposed  Nom  de  Plume  of  John  Rusk  in. 

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of  great  Britain.     Part  3.     1  vol.  12mo,  cloth  ........ 

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"  THE    TRUE    AND    THE    BEAUTIFUL    IN    NATURE. 

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PRECIOUS  THOUGHTS:  Moral  and  Religious.  Gathered 
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JOHN    WILEY    &    SON'S    LIST    OF    PUBLICATIONS.  15 

RUSKIN'S  POPULAR  VOLUMES. 

RUSK1N  CROWN  OF  WILD  OLIVE.  SESAME  AND  LILIES. 
QUEEN  OF  THE  AIR.  ETHICS  OF  THE  DUST. 
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RUSKIN'S  WORKS. 

Revised  edition. 

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